The URL can be used to link to this page

Home My WebLink About1108 Cathleen St Technical - BuildingTECHNICAL Permit °'1 --539 Address 1 1 0g Ccit'l ir, S Project descriptio n_ \J So 1, Date the permit was finaled `l 30 Number of technical pages 30 PLAN 63095N FOR Suntel Home Design In return for payment of a one -time fe Architecture Engineering, Inc grants you a limited license to use the Ana ly is to construct one single house a the address shown below This lateral analysis is not to a used for any master plan approval process. Site Location 1108 Cathleen St, Port Angeles, WA. Only Copyright: 9670 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. CALCULATIONS, SHEAR SHEET, L- SHEET VALID ONLY WITH ORIGINAL STAMP HERE AND DIGITAL STAMP ON PLANS w 122 W O OP AND s. 'E AFTER CAN NOT rE USED, $'r4 December 2007 5 f)° Project: Yamhill -N By RF Sheet No File #63095-N-100D-D2-WA Date. 8/2005 Designs Engineering, Inc. Client: 3untel Home Design Job No 1923 j LATERAL AALYSIS LIABILITY LIMITATIONS ANALYZE BUILDING FOR ONLY WIND SEISMIC FORCES ac ordi to the 2003 INTERNA1 IONAL BUILDING CODE WIND ANALYSIS FC R EXPOSURE "D" 100 MPH (3 -sec Gust) SEISMIC ANA:.,YSIS FOR ZONE D2 g alle/t/ Designs Engineering, "FDE') was retained in a limited capacity for this project. Design is based upon information provided by the Chen who is solely responsible for accuracy of same No responsibility and liability is assumed to FDE for items beyc nd that shown on these sheets No construction observations nor soils investigations performed by FDE. INDEMNIFICATIONS BY BUILDING !APARTMENT Building Department agrees to defend, indemr ify and hold harmless FDE from any loss, costs, damage, expense, including attorney fees upon trial or z ppeal, for liability arising out of or in connection with FDE's Analysis unless Analysis is used for sn,ctfic site location shown on cover page and contains an original enameer's "wet stamp" seal signed with red -ink (no photocopy allowed). OWNERSHIP OF DOCUMENTS All documents produced by FDE shall remain the property of FDE and shall not be used unless accompanied by at original engineer's wet -stamp issued from FD1 IRNER Project. Yamhill N By RF Sheet No S File #63095-N 100D-D2-WA Date 8/2005 Designs Engineering, Inc Client: untel Home Design Job No 1923 1- NM X 4 DRREET ELEV ONLY) Tye MEDI ID PRE -PNI PAECIA &UTTER& A° ICKIP OOP LAP 3A WON ROCK VENEER '11111111 11111114 ENE EINE COMPORTION ROOMNI1 11 /"TTCW ADP. OvER PAP PM PAIP;ATNr1 1 1 11 U =1 M LUH 11M Mil CJI=11M. 1=11 DD fallEt SCALE. 1/4. 1 12 0 SCALE: va. P-0" pirrT4 -Ramo II `MN I II 116111111111111 101 7__CVA RERRI EWER ummateuasnmoussouseasrArake. sillt,krommum mmmmm In mmmmm asaLe4V),, w.. swomumanumegmmsast N or, NNE E MIR MEE! M h MEM 4NA DP COL. 111/ TAPERED CEDAR OOP 10/ 34 11614 ROCK DAM -OT LINE Designs Engineering, Inc NO FLOOR L INE 1ST FLOOR LINE .10 IP EINEMINEEMINIVASEINNIESSISIffmatk Project. Yamhill-N By RF Sheet No Client: 1 ,untel Home Design job No 1923 File #6 3095-N-100D-D2-WA Date 8/2005 3/ t 15 IN G OVER 15 A.S.F. 0 PAU SPEATI-IING C7LQ tVA SCALE. VS" 12 12 51PITC1-1 SCALE VS" P" VA CD li==e Designs Engineering, Inc /c\ 1 I 1 Project. Yamhill N File #6 :;095 -N 100D -D2 -WA Client. Suntel Home Design EXTEND WALL SHTHG DOWN TO FLOOR By RF Date 8/2005 Job No 1923 FASTEN EA. TRUSS TO TOP WALL PLATE W/ SIMP '1-16 4 EA. STUD TO TOP WALL WI SIMP 'SP2 SPACE ROOF SHTHG FASTENERS AT 6 O.G. AT ALL INTERMEDIATE FRAMING MEMBERS EACH SIDE OF EACH RIDGE, HIP AND WITHIN A 5 -(D' WIDE NAILIN s ZONE AROUNr THE ENTIRE PERIMETER OF THE HOUSE (NAILING!! ZONE WIDTH St ARTS AT EDGE OF ROOF) 18 1 Sheet No -4/ Project. Yamhill-N By RF File #(3095-I\t-100D-D2-WA Date 8/2005 Designs Eng Inc Client: Suntel Home Design Job No 1923 L. TOP WALL,. PLATES 4 SOLI BLOCKING (MILL) 30' 1.1.1AILL WIDTHS (TYPICAL)--,--- V c 1 11:, 11 1 F I_511,:d4111,11■11,1 1 FASTEN STRAP TO BEAM -4- Ili I riN us "1-1,,%0E1) AREA SPEC SE CWE 1ULE --1i L__C 0.Eit .1 i ;Iowa-- DETAIL IB---- EXTEND 1-LEADER C vER ENDLUALLS Sheet No i r1/\ Designs Engineering, Inc L Project Yamhill-N File #63095-N-100D-D2-WA Client. Si intel Home Design SEE DETAIL EXTEND HEADER OVER ENOUJALLS illiMaawarAzarate.waune.r.mswx. L By RF Date 8/2005 Job No 1923 r CI''- Sheet No ey ONLY (I) HD REO'D AT CORNERS SEE G Designs Engineering, Inc Project. Yam lull -N By RF Sheet' No File #63 +)95- N- 100D -D2 -WA Date 8/2005 Client: S; 7 Intel Home Design Job No 1923 1 WIND ANALYSIS USING 2003 IBC SIMPLIFIED WIND METHOD Data. W Total Wind Force Y x Ix P x A Y• =161 I =10 FRONT REAR WALLS SIDE WALLS Reference 2003 IBC Figure 1609 6.2.1 Zone Horizontal Pressure Projected Area A Pa 17 8 psf Aa 90 sq ft. B Pb 12.2 psf Ab 20 sq ft. C Pc 14.2 psf Ac 750 sq ft. D Pd 9 8 psf Ad 90 sq ft. W Y I (Pa Aa Pb.Ab Pc A:: Pd Ad) W 2 15 x 10 pounds Distribute wind force to roof an i second -floor level FRw1 YI(015PaAa +10 Pb.Ab +015 Pc Ac +10PdAd) FRw1 477x10 lbs F2w1 Y I (0 85 Pa Aa 1 0 PI-Ab 0 85 Pc Ac 1 0 Pd Ad) F2w1 1 86 x 10 lbs Zone Horizontal Pressure Projected Area A Pa 17 8 psf Aa 90 sq ft. B Pb 12.2 psf Ab 30 sq ft. C Pc 14.2 psf Ac 540 sq ft. D Pd 9 8 psf Ad 220 sq ft. W Y I (Pa Aa Pb.Ab Pc A Pd Ad) W 1 9 x 10 pounds Distribute wind force to roof and second -floor level FRw2 Y I (0 3 Pa Aa 1 0 Pb Ab 0.3 Pc Ac 1 0.Pd Ad) FRw2 8.54 x 10 lbs F2w2 Y I (0 7 Pa Aa 0 0 Pb. Ab 0 7 Pc Ac 0 0 Pd Ad) F2w2 1 04 x 10 lbs 0 Project: Yamlull -N By RF Sheet No File #63 )95- N- 100D- D2 -WA Date 8/2005 Designs Engineering, Inc Client: Si intel Home Desi gn Job No 1923 SEISMIC ANALYSIS USING 2003 IBC SIMPLIFIED ANALYSIS PROCEDURE Data. I =1 0 Sd 1 30 R 15 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 Windows 10 psf (Average) Aroof 1200 ft ^2 A2ndFloor 1000 ft^2 AlstFloor 1600 ft ^2 h2 21 ft Mroof 20•Aroof 10•Aioofwall M2 20•A2ndFloor 10•I.2wall p 2 20 r..\/ A2ndFloor E 1.2 p. Sd (Mroof M2) E 1.11 x 10 pounds 1 4•R Distribute Seismic Shears D Mroof h2 M2 hl Aroofwall 700ft ^2 A2wall 1400 ft^2 Al wall 0 ft ^2 hl• =10ft Mroof 3 1 x 10 pounds M2 3 4 x 10 pounds p if (p l l p) p 1 D 9 91 x 10 Mroof h2 FRe D E FRe 7 32 x 10 pounds M2 hl F2e D E F2e 3 82 x 10 pounds Designs Engineering, Inc Project Yamlull -N File #63 )95- N- 100D -D2 -WA Client Sithtel Home Design By RF Date 8/2005 Job No 1923 Sheet No 'il 5 INVESTIGATE SHEARWALLS USING PERFORATED SHEARWALL DESIGN APPROACH Analyze entire brace wall line as a series of r erforated shearwall panels using worst -case "maximum opening height ratio Individual perforated shearwall panels extend between plan discontinuity Overturning for 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. .6 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 re sistance adjustment factor x Total length of full height walls FRe /(CoxL)= 2950# (0 8 x 8 ft) 460 plf Uplift at perforated shearwall ends call;ulated 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 heig it wall segments and portion of roof framing, Wd 110 plf 2/3 dead -load reaction at end o 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) R1 3100# Uplift between wall ends, t 1 1- Wd 460 plf 110 plf 350 plf Wall bottom plate (1 1/2" thickness) tc rim joist. Use 16d common nails (0 162 3 1/2 inches) Lateral resistance 1 33 x 1414 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 uphf. 2.4" o c Rim joist to wall top plate Use 16d common nail (0 162 b y 3 1/2 in.) toe nailed to provide shear transfer Lateral resistance 0 83 x 187,1 per nail x 1 5 nails per ft. 230 plf (150# per nail default maximum: for seismic loads) plus Simpso :i "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 lead path is provided by holdowns at ends of the perforated shear wall. Use Tyne "C" shearwall w/ HTT22 ho downs, 16d at 2 1/2" o.c. sole plate nailing and LTP5 clips at 24" o.c Designs Engineering, Inc. RI 400° FRe 2950" I- IOLDOWN Pu 3100" S 4 -0' P.S.W. Segment ELEV4TIO N WALL HEIGHT 8' -0' Percent Full- lleight Sheathing 10%e 20% 30% 40% 50% 600 10% 90% Project YamhillN File #63095- N- 100D -D2 -WA Client ;iuntel Home Design R -0' OF PERFORATED S By RF Date 8/2005 Job No 1923 4 -0' P.S.W. Segment Perforated Shear Wall -4E4RW4LL MAXIMUM OPENING HEIGHT RATIO AND HEIGHT 14.3 1-1/2 214/3 214/6 H 2' 5' 4/-0' 5 -4 6 -8' 8' -0' Shear Resistance AdJuetment Factor L0 0.69 033 043 036 1.0 611 o.56 0 45 0.38 I.0 014 059 049 0 42 10 011 0.63 0.53 0 45 1.0 0.80 0b1 0.51 0.50 1.0 0.83 011 0.63 0.56 1.0 0.81 011 0b9 0.63 1.0 0.81 0.83 I 011 011 EAR RESIST/4\ICE 4DJUSTINIENT FACTOR Sheet No 1 i 5 Designs Engmeermg, Inc. INVESTIGATE UPPER -FLOOR SHEARWi LLS. Line "A" Rear Walls Line "B" Front Walls Project: Yamhill =N File #63095- N- 100D -D2 -WA Client: ;lintel Home Design Summation of fill- height walls lengths L 15 ft. Total length of brace wall line TL 38 ft. full- height sheathing S L 100 S 39 47 percent TL Diaghragm stress v 0 5 FR v 96.31 plf TL Shearwall stress v 0 5 FR v 304 99 plf Weight Wd 110 plf R1 400 08L Uplift for shear vall length L 1 3 ft. (worst case) Pu• =v8— 5WdLl —Rl Use Tyne "B" S learwall w/ MSTC40 holdowns Summation of f Ill- height walls lengths L 20 ft. Total length of brace wall line TL 34 ft. full height sheathing S L 100 S 58 82 percent TL Diaghragm stre: s v 0 5 FR v 107 65 plf TL Uplift for shearvall length L1 3 ft. R1 400 (worst case) Pu v 8 5 Wd L1 Rl Pu 296 16 pounds Use Type "B" S riearwall w/ MSTC52 holdowns Uplift for shear vall length L 1 15 ft. (worst case) Pu•= v8— .5WdLl —R1 Use Type "B" S h.earwall w/ no holdowns By RF Date 8/2005 Job No 1923 Pu 1 87 x 10 pounds Sheet No Il I4, Weight Wd 110 plf Weight Wd 110 plf Rl 400 Pu —363 84 pounds Designs Engineering, Inc. INVESTIGATE UPPER -FLOOR SHEARWt? LLS. Line 1 Walls Line 2 Walls Project Yamhill -N File #63095- N- 100D -D2 WA Client: Suntel Home Design Summation of fill- height walls lengths L 15 ft. Total length of brace wall line TL 24 ft. full- height sheathing S L 100 S 62.5 percent TL Diaghragm stres v 0 5 FR v 177 87 plf TL Shearwall stress v 0 5 FR 0 78 L Uplift for shearwall length L1 8 ft. (worst case) Pu =v8— 5 —R1 Use Tyne "C" S .earwall w/ MSTC52 holdowns Summation of hill- height walls lengths L 20 f1:. Total length of brace wall line TL 23 ft. full- height sheathing S L 100 S 86 96 percent TL Diaghragm stres v 0 5 FR v 185 6 plf TL FR Shearwall stress v 0 5 08L Uplift for shearwall length L1 3 ft. (worst case) Pu =v8— 5 —R1 Use Tyne "C" S .earwall w/ MSTC52 holdowns By RF Date 8/2005 Job No 1923 v 364 86 plf Weight Wd 110 plf Rl 400 Pu 2.08 x 10 pounds Sheet No I a/ v 266 81 plf Weight Wd 110 plf R1 400 Pu 1 57 x 10 pounds Designs Engineering, Inc INVESTIGATE LOWER-FLOOR SI.-IEARV6ALLS._ Rear Walls Line A Front Walls Line B Project: Yamhill -N File #(3095- N- 100D -D2 WA Client: Suntel Home Design Summation of full- 1eight walls lengths Total length of brace wall line full- height sheathing S L 100 TL F2w1 Diaghragm stress v 0.3 Rini/blocking sties: v Shearwall stress v TL 0 5 FRw1 0.35 F2w1 TL 0.5 FRw2 0.35 F2w2 L Uplift for shearwall length L1 2 ft. (worst case) Pu• =v9— 5WdL1 —Rl Type "U" Shearwal. w/ HTT22 holdowns Summation of full Height walls lengths Total length of brace wall line full height sheatl mg S TL 100 F2w1 Diaghragm stress v 0 3 TL 0 5 FRwl 0 5 F2w1 TL 1 1 (0 5 FRe 0 5 F2e) Rim/blocking stress v Seismic Shearwall stress w/ wall aspec v ratio penalty Shearwall stress v L L 0 5 FRe 0.5 F2e Uplift for shearwall length LI 2 ft. (worst case) Pu v 9 5 Wd Ll R1 Use Type "D" Shear wall w/ HTT22 holdowns By RF Date 8/2005 Job No 1923 L•= 16 ft. TL 39 ft. S 41 03 percent v 142.92 plf Sheet No IS/ l5 v 227 92 plf v 495.34 plf Weight Wd 110 plf Rl 400 Pu 3 95 x 10 pounds L 18 ft. TL 21 ft. S 85 71 percent v 265 42 plf v 555 99 pif v 340 48 plf v 309 52 plf Weight Wd 110 plf R1 400 Pu 2.28 x 10 pounds Designs Engineering, Inc INVESTIGATE LOWER -FLOOR SHEAR. ALLS. Project: Yamhill -N File 3095- N- 100D -D2 -WA Client: Suntel Home Design Garage Summation of full leight walls lengths L 3 7 ft. Front Walls Total length of brace wall line TL 20 ft. Line C full- height sheathing S TL 100 S 18 5 percent F2w1 Diaghragm. stress v 0.3 TL v 278 7 plf 0 15 F2w1 Rim/blocking stres.' v TL v 139 35 plf Seismic Shearwall 1 75 0.2 F2e v L v 361 63 plf stress w/ wall aspect ratio penalty 0.2 F2w2 Shearwall stress v v 564 72 plf L Uplift for shearwall length L1 2 ft. (worst case) Pu v 9 .5 Wd L1 R1 Use Garage Frame Detail By RF Date 8/2005 Job No 1923 Sheet No 71 '5 Weight Wd 110 plf Rl 400 Pu 4 57 x 10 pounds Designs Engineering, Inc. INVESTIGATE LOWER FLOOR SHEARWALLS.. Line 1 Line 2 Project: Yanihill -N File #03095- N- 100D -D2 -WA Client. Suntel Home Design Summation of full- height walls lengths L 32 ft. Total length oi'brace wall line TL 43 ft. full- height heathing S L 100 S 74 42 percent TL F2w2 Diaghragm stress v 0.25 v 60 74 plf TL 0 5 FRw2 0 5 F2w2 Rim/blocking .,tress v TL v 220 76 plf Shearwall stre! ;s Uplift for shea-wall length L1 7 ft. (worst case) Pu v 9 5 Wd Ll Rl Tyne "C" Shearwalls w/ HTT22 holdowns Summation of full height walls lengths L 18 ft. Total length of brace wall line TL 22 ft. full- height s aeathing S L 100 S 81 82 percent TL F2w2 Diaghragm stress v 0 25 v 118 72 plf TL 0 5 FRw2 0 5 F2w2 TL Rini/blocking tress v Shearwall stress v 0 5 FRw2 0 5 F2w2 v L Uplift for sheaiwall length L1 3 (worst case) Pu =v9— 5•WdLl —R1 0 5 FRw2 0 5 F2w2 L Type "D" Shearwalls w/ HTT22 holdowns By RF Date 8/2005 Job No 1923 ft Sheet No v 296 64 pif Weight Wd 110 plf Rl 400 Pu 1 88 x 10 pounds v 431 48 plf v 527 36 plf Weight Wd 110 pif R1 400 Pu 4 18 x 10 pounds Architecture Engineering, Inc a 0 a 0 fl IC) Project. Structural Notes Location Pacific Northwest Copyright 1993 OWNERSHIP OF DOCUMENTS By RF Date 1/2007 Job No 7000 The "diamond" shearwall designation system details were created by Fuller Architecture Engineering, Inc (FAE) and are copyright protected property of FAE and shall not be used unless issued from FAE Copyright 1993 LEGEND 1 0 DRAWING NOTES 'SIMSPON 'HU" TYPE BEAM HANGER SIMPSON "GLB' TYPE BEAM HANGER DESIGNATES GRID LINE DESIGNATES DETAIL MARK C DESIGNATES SHEARWALL TYPE 6 DESIGNATES HOLDOWN TYPE �.T (SEE SHEAR SCHEDULE) PERFORATED SHEARWALL SEE DETAIL #30 DESIGNATES DRAWING NOTE DESIGNATES H.D. LOCATION (APPROXIMATE) SIMSPON 'HUxx TYPE BEAM HANGER DESIGNATES 6X DFL #1 POST W/ SIMPSON 'EPC' TYPE POST CAP DESIGNATES 6X DFL #1 POST W/ SIMPSON "ECC' TYPE POST CAP (3) 2 x (WALL WIDTH) BUNDLED STUDS TO SUPPORT ROOF FRAMING ABOVE. SIMPSON 'MSTC52' FASTENED TO DBL. JOISTS OR BEAM. SEE DETAIL 6 DOUBLE FLOOR JOISTS. NAIL FLOOR SHEATHING TO EACH JOIST WITH (2) ROWS 10d COMMON NAILS AT 6' O.C. A 'DRAG SHEAR TRUSS' DESIGN TRUSS FOR 150 PLF DIAPHRAGM SHEAR TRANFERRED FROM TOP TO BOTTOM CHORDS THROUGH THE WEB MEBERS WITH CUMULATIVE FORCE RESISTED AT ONE END OF THE BOTTOM CHORD. (2) STUDS UNDER BEAM CONTINUOUS DOWN TO FOUNDATION. Sheet No Architecture Engineering, Inc SHEARWALL SCHEDULE MARK. WALL COVER FASTENERS PANEL K EDGES I6GA STAPL RATED SHT'G 0.131 x 2 0.148'4 x 2 1/16 A.PA. RATED SHT'G EACH SIDE 7/16 A.P.A. RATED SHT'G EACH SIDE NOLDOWN SCHEDULE 'X" DESIGNATES SIMPSON PRODUCT MARK' HOLDOWN I FASTENERS NO HOLDOWN REQUIRED "MSTC40' (18) I6d SINKER 1 NAILS AT EACH END \3/ MSTG66 (34) I6d SINKER NAILS AT EACH END \4/ 9 0 "LONG NAILS AT EACH END 6d WALLBD 5/S G.W.B. NAIL OR 1 W" 0 6 SCREW 0.1454'X2 ULL ROUND- EAD P -NAIL, 0.145 m x 2 ULL ROUND- EAD P -NAIL MSTG52 (24) 16d SINKER NAILS AT EACH END "CMSTI2 (43) I6d SINKER "PHD 5 -OR 'HDU -4 'HTT22 OR "HDU -5 1 P1-1D6 SIMPSON '55T524 SIMPSON 'SST524 SIMPSON '55T528 DESIGNATES SHEAR PANEL AND HOLDOWN TYPE. 4" 0.c 4" 0.0 1Scl Soc 3 O.G. 4" O.0 6" O.C. A.P.A.- 0.131 4' x 2 3 O.G. RATED SHT'G 0.145 "d' x 2 F RH. P -NAIL IAN 1/16" A.PA.- 0.145 x 2 3 D.G RATED SHT'G ULL ROUND- STAGRD EAD F STAGRD O.C. 2" O.G. STAGRD 'HDU 8 -OR SIMPSON 'SSTB28 'HDQ -S" (15)(16) SIMPSON "SSTB28" 'HDU II' or W/ 5/64 CUT WASHER 'HHDQII" 4 HEAVY HEX NUT (15)(16) 1" DIA. (A35) GALV "HHDQ14" ROD EMBED 8 INTO 12 MIK. x 21" WIDE 10' 0' LONG FTG. 0 DESIGNATES APPROXIMATE IHOLDOWN LOCATION Project. Structural Details Location Pacific Northwest Copyright 1993 INTERM, SOLE (9) BLOCKING/ (9) %"4 x 1' STUDS PLATE RIM JOIST EMB ABG 60.C 1 I6de 31/2 00 12 O.0 STAGRD 12" O.C. 16d's 21/2 oc 4" CC STAGRD 12" O.C. I6dm 31/2 oc STAGRD 12" O.G 16th+ 2 oc STAGRD 12 O.G. 16d€ 11/2 oc STAGRD NOTES I6d TOENAILS 45" O.0 48" O.G. IS" O.C. 10" O.C. (3) "LTP5 m 10' oc 15" O.C. 12 O.0 AT 8 O.0 (3) "LTP5 "1D 48 oc 11/2 LONG x 1/16 WIDE STAPLES W/ CROWNS PARALLEL W/ FRAM'G. DBL. STUDS /BLKG. AT (5) ADJOINING PANEL EDGES W/ I6d AT 4" O.0 DBL. STUDS/BLKG. AT (5) ADJOINING PANEL EDGES W/ 1661 AT 4 O.0 DBL. STUDS/BLKG, (5)(11) ADJOIN'G PANEL EDGES W/ I6d AT 4 4 3X MUDSILL 3X. MUDSILL AND (8)(11) 3X. STUDS /BLKG. AT ADJOINING PANEL EDGES PER NEW CODE, ALL ANCHOR BOLTS MUST HAVE 2 SQUARE X 3/16 HDG PLATE WASHERS (3) "LTP5 "'s 24" oc (3) 'LTP5 "w 16" oc (3) 'LTPS'm 6 oc By RF Date 1/2007 Job No 7000 Sheet No Aez ALL PANEL EDGES MUST BE BLOCKED REMARKS 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 0.1454 P- NAILS) 3 SIMPSON 'RBC BOUNDARY CLIPS TO SUBSTITUTE FOR 'LTP5 AT ROOF 4 SHEATHING 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 STUDS /BLKG. W/ I6d AT 4" O.G. 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/ 16d AT 6 "o.c. 8 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 ANCHORS SHALL HAVE MIN 13/4 EDGE DISTANCE 4 5 END DISTANCE. II. WALLS WITH PLYWOOD ON EACH SIDE SHALL OFFSET PLYWOOD EDGE JOINTS ON ONE SIDE OF THE SHEARWALL FROM THOSE ON THE OTHER. EXTEND PLYWOOD THROUGH CORNER AS SHOWN IN DETAIL 14 TO ACHIEVE MINIMUM SHEARWALL WIDTH SHOWN ON PLANS 12 SHEARWALLS WITH OVERDRIVEN NAILS PENETRATING SURFACE BY MORE THAN I/8 WILL BE REQUIRED TO SE RENAILED USE A RUBBER GROMMET IN HEAD OF NAIL -GUN AND ADJUST AIR PRESSURE SO NAIL HEADS ARE FLUSH WITH OR SLIGHTLY RECESSED INTO SHEATHING. 13 ALL STUD WALLS MUST HAVE DOUBLE TOP PLATES W/ lad AT 8 O.0 AND STUDS IS o.c. PLATES SHALL LAP A MINIMUM 4 -0' AT SPLICES WITH AT LEAST EIGHT 16d NAILS EACH SIDE OF SPLICE 14 HOLDOWN TYPES W/ GREATER NUMERICAL DESIGNATION MAY SUBSTITUTE FOR HOLDOWNS WITH LESSER 5EE CHART TO THE LEFT 15 USE 3000 PSI CONCRETE IN STEMWALL. PROVIDE (2) CONT T 4 5 IN STEMWALLS WITH THESE HOLDOWNS EXTEND 10' -0" PAST HOLDOWNS 16 FASTEN TO (4) 2x6 FULL HGT STUDS FASTEN EACH STUD TOGETHER W/ (2) ROWS I6d AT 6 0.0 STAGGERED EDGE NAIL WALL PLY TO EA. STUD IN SHADED AREAS FASTEN SHTHG. AT 4 O.G. AT BOUNDARIES OF SHADED AREA AND PANEL EDGES BLOCK PANEL EDGES W/ 2 NOMINAL FLAT BLOCKING. USE ad COMMON NAILS FOR ROOFAND 10d AT FLOORS /CLGS USE 5/S 055 OR PLY 51TI -IG. AT CEILINGS REFERENCES TO SEE NOTES ABOVE 1-12-01 Architecture Engineering, Inc BOUNDARY NAIL (BN.) 2XSOLID FRIEZE BD 2 X STUD WALL O SIMPSON 'LTPS' SEE SCHEDULE FOR SPACING SHEARWALL EXTEND WALL SHTHG DOWN TO TOP WALL PLATE 4 EN. SEE NOTE BELOW APA -RATED ROOF SHEATHING EDGE NAIL (EN) PLY. SPLICE PT EDGE NAILING SIMPSON 'LTPS' RECOMMEND USING 'DRY' LUMBER RIM JOIST OR 'LSL RIM BOARD TO MINIMIZE BUCKLING OF SHEATHING ROOF FE IMETER THIS DETAIL ALWAYS APPLIES. lOd m 4 O.G. 10d m 4 O.C. THIS DETAIL ALWAYS APPLIES. SIMPSON '1-11' TIE AT EACH RAFTER ALONG ENTIRE PERIMETER NOTE. 'HI0 -2' MAY SUBSTITUTE FOR 'HI' NOTE. SIMP 'H2.5' MAY SUBSTITUTE FOR 'HI' AS LONG AS 'RBC' CLIPS AT 24 o.c. ARE USED TO CONNECT THE FRIEZE BD TO TOP WALL PLATE. PLYWOOD DECK 51-1EATHING JOIST 1 [--2 X BLOCK'G EA. SIDE 48' SIMPSON 'LS50' MAY SUBSTITUTE FOR 'LTPS' II Th JOIST /SI- IEAW,4LL APA -RATED SHEATHING SOLE PLATE 7 NAILING SEE SGHDE FOR INFO (4) IOd EA. BLK. FLOOR JOISTS 2 X BLOCKING AT 6 -0' 0.CW /(3)I0d TOENAILS TO PLATE 2 X STUD WALL APA -RATED SHEATHING 1=4R4LLEL JOISTS Project: Structural Details Location. Pacific Northwest Q Copyright 1993 APA -RATED ROOF SHEATHING Sol 4 O.G. 2 X 6 FLAT BLK'G W /I6d 4 O.G. INTO WALL re C SHEARWALL PLYWOOD SHEATHING 1Od 4 O.G. 16d 8 "o.e.— SOLID BLK'G. SIMPSON 'LTPS" SEE SCHEDULE FOR SPACING By RI- Date 1/2007 Job No 7000 2 X SOLID BLKG. WI SIMPSON 'LS50' EN. 2' —1/2' SHTHG WI I0d AT 4 O.C. EDGES, BLOCK EDGES. SEE SI-I WALL SCHEDULE FOR ADDITIONAL INFO. 2X BLKG. W/ 16d AT 6 O.C. 2 X STUD WALL STRUCTURAL CE I L INCA JOIST /S1- 1EARUJALL 10d 6 O.C. AT FLOOR AT DSCR, PROVIDE 2x4 x 5 -0' LONG NAILED TO BOTTOM CHORD WI 16d AT 4 O.C. STAGGERRED PREDRILL HOLES FOR CONNECTOR SCREWS END OF 2X WALL END OF 2x4 4 DRAG STRUT T RAFTER OR TRUSS —EN. FLOOR 1 SIMPSON 'LS50' MAY SUBSTITUTE FOR 'LTPS' JOIST /r Sheet No A- S SOLID BLK'G. SHEARWALL APA -RATED SHEATHING SOLID BLKG EA. SIDE 5 -0' AWAY FROM END OF DRAG STRUT 1 I DRACz STRUT BM. CONNECTOR SEE PLAN FOR SIZE. INSTALL W/ EQUAL LENGTH TO DRAG STRUT AND WALL. Architecture Engineering. Inc 49- SOLE PLATE NAILING SEE SCHEDULE FLOOR J /'1 FRAMING I� •4 CONT I4ORIZ. •1 AT TOP 4 BOTTOM 11 11 •4 DOWELS 48 O.C. 11 "i (MINIMUM) CONC. STEM WALL THIS DETAIL ALWAYS APPLIES. EDGE NAIL SIDE WALL SHTH'G TO 4x6 STUD 4' -0" (12) I6d- 1, T/F ,rN WALL BE T PROV DE IS" HK— ATEN'OF WALL 3EINF T/FTT. .r u i I r NORMAL JOISTS SIMPSON 'T1STC28 EA. SIDE (4- TOTAL) L !MIN. PLY WIDTH! L EA. SIDE I' 10' I 1 I 4PA RATED 51-1EATHING FASTENED TO MUDSILL PLATE EDGE NAIL (EN) SIMPSON 'LS50' ANCI•IOR (NOT REQ'D IF 51-1T1-1'G EXTENDS CONT TO MUDSILL W /OUT ANY JOINTS) EDGE NAIL (EN) IN, "0 x 1" EMS. AB'• W/2 X2 X3/16 PLATE WASHERS OR SIMP 'BP 5/8 -2" Project Structural Details Location Pacific Northwest Copyright 1993 NAIL SHEATHING TO HEADER WI 0.148 "0 x 2 F RH. P -NAILS 3 O.G. BOTH WAYS 4x6 STUD EA. END W/ ADD'L 2X NAILER i m CORNER W/ lbd 6 CIARACsE 1 /1 APA -RATED SHTH'G FROM A SINGLE SHEET BOTH SIDES W/ 0)48 "0 F RI-I. P -NAILS INTO 4x6 W/ (2) ROWS AT 2' oc. EXTEND PLYWD THRU CORNER SEE DET 14 6X SOLID BLOCKING AT SHEATHING SPLICE SIMPSON 'P1-1D6 4x6 PLATES W/ (2) 5 /8 "OXI2" J -BOLTS AT 5' o.c. W/ SIMP BP%S' WASHERS (2) ROWS OF NAILS AT I 1/2" STAGGERED TO MUDSILL SIMPSON 'LTP4 EA. END' '4 I IAIRPN BAR x 1 4 8" CONCRETE WALL W/ (2) "4 DOWELS EA. END UNDER SHEARWALL (2)'4 X 1 NOTE EXTEND GARAGE DOOR HEADER OVER ENDWALL. HEADER WIDTH TO MATCH WALL WIDTH 12" SQ. CONT FIG. W/ (2)•4TI S 24 x 45 "X12" FIG. 4' -O" y WI (3) 0 4 CENTERED BELOW RAISED STEMWALL C GARAGE —FRAME DETAIL, 2 -3 n (4) 10d a 3" O.C.— PLYWOOD DECK SHEATHING ci II IF FLOOR JOIST SYSTEM, PROVIDE 2 X BLOCKING 12 OC. WI (3) 10d TOENAILS TO PLATE 'R 11 1— •4 DOWELS 48 O.G. CONC. STEM WALL IIy RF Date 1/2007 Job No 7000 1 r II 2 11 I 11 i i Ir' I I PARALLEL JO ISTS THIS DETAIL ALWAYS APPLIES. PONYWALLS 4' -0' AND TALLER MUST BE APPROVE BY ENGINEER. OTHERWISE: OK CI I i I1 u J 1 TT'rl 1 �rt I� I' :PpNYWALL TO'J i VE "4' SHEA ALL REQUIREMENTS 11 1f. 1 1 I. :I ---APA RATED SHEATHING. Sheet No SOLE PLATE NAILING EDGE NAIL (EN) SIMPSON "LS50" AT SAME SPACING AS 'LTPS EDGE NAIL (EN) •4 CONT HORIZ T I 5 x 1" EMS, AB'e W/ 2 X 2 X 3/16 PLATE WASHERS OR SIMP 'BP 5/8 -2' MIN. (2) 2X6 STUDS AT HOLDOUTS EDGE NAIL PLY TO STUDS PROVIDE SOLID WOOD HOLDOWN STUDS SIMPSON INOLDOW'N 436 THREADED ROD WITH SAME DI TER AS ANC OR BOLT SIMPSON 'CNW" COUF'_ER II1111 II 'II p (I• it ll 11 m4 CONT .(MINIMUM) II CONCRETE FOUNDATION 1L I."..'�' -b .rte T •4 DOWELS m 48" OL. IOLDOUJN e PONN'UJALL Il l' I :II 1111 8IHP8cN BOLT II 1 11 1 II hn' II. 'll II Architecture Engineering, Inc. WALL SHEATHING EDGE NAIL SHEATHING EDGE NAIL PLY TO HOLDOILN STUDS IF BEAM IS UPTURNED USE 2x6 LEDGER WI I6d AT6 "oe STAGG'RD. SIMPSON 'LTPS" 1 SEE SCHEDULE FOR SPACING 2 X STUD WALL APA -RATED WALL SHEATHING CANTILEVER JST 11 p I •(,A36) THREADED ROD II W/. SIMPSQM. !SET! ADHESIVE. 11 (SPECIAL.INSPECTION (I REQUIRED .B'1 CODE) :If 11 CONCRETE FOUNDATION RUN PLY. GON7 TO BOTTOM E (2) -2X6 BLOCK'G —RIM JOIST JOIST ti LAM. STUDS TOGETHER W/ 16d AT 5' O.C. Sr:'LE PLATE NAILING BOUNDARY NAIL SEE DET 2 /SEE PLAN IF PLYWOOD IF BM EXTENDS CEILING IS REQUIRED BELOW CEILING FASTEN RAFTER TO WALL PLATE all SIMPSON 'HP SEE DET I FOR ADD'L INFO, SOLID BLKG. Project: Structural Details Location. Pacific Northwest 0 Copyright 1993 SIMPSON 'LS50' MAY SUBSTITUTE FOR "LTPS' .1111 II'0 .11 II: 15 ROOF LEDGER DETAIL ANCHOR EMBED DIAMETER DEPTH 5/8' 10' 314" 11" 1/5" 13" HOLDOWN GRADE A35" THREADED ROD SEE SIMPSON CATOLOG FOR DIAMETER I 13 MISSING NOLDOUJN 4NG1-4018 BOUND NAIL ROOF PLYWD 10 2 X 10 LEDGER WI BEVELED TOP TO MATCH ROOF SLOPE. NAIL LEDGER WI (2) -16d EA WALL STUD t EA 2 X 6 BLKG. (USE Tx 8 BLKG. IF TRUSS ROOF) FOR THIS SECTION OF ROOF, BLOCK PANEL EDGES W/ 2 X d FLAT NAIL 8d 4 O.C. EDGES AND BOUNDARIES, 12' O.C. IN FIELD. SHEARU)ALL PLYWD MUST EXTEND DOWN TO BOTTOM WALL PLATE C.="1.-47: (TY\ 8N. APA -RATED WALL SHEATHING (2) -2x OR dx (REF TO PLANS) HOLDOUN STRAP WRAP AROUND DEL. JOISTS SIMPSON 'HTS30" EA. SIDE OF DEL. JOISTS (PROVIDE WEB STIFFENDER IF I -JOIST USED) ®1-4OLDOLUN TO TRIM J5T IF THIS IS A SH'WALL W/ A HOLDOWN. THEN EXTEND SHTI.I'G THRU t EDGE NAIL NOTE. THIS DETAIL IS REQ'D. ONLY WHEN TWO J._ SI- IEARWALLS SHARE ONE HOLDOWN. X SHTHG.- GABLE END TRUSS a EITHER NO JOINT IN PLYWOOD OR FASTEN SH'WALL TO ENDWALL TRUSS W/ BLOCKING/RIM FASTENERS SHOU.N IN SN'WALL SGHD'L. SH'WALL SEE GH'WALL SCHEDULE FOR NAIL'G REQMTS. By RF Date 1/2007 Job No 7000 (12)10d EA. END OF STRAP SOLE PLATE NAIL ING BOUNDARY NAIL SIMPSON "LS5O" MAY SUBSTITUTE JOIST FOR 'LTPS' L DEL. JOIST AT EACH END OF WALL OVER DEL. STUDS FASTEN TO RIM JOIST W/ SIMPSON 'LSO' Sheet No dx6 OR (2) 2X STUDS I6d AT 6 O.C. HOLDOLLN I6d AT 5' 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' O.G. Sol AT 6' o.c. 2x4 BLKG. AT 6 -0' O.G. AT ALL FRAMING WI 8d AT 3" O.C. ME OF T J' i N 5' -m0" OF EDDGE E F I I I I I N TRUSS BOTTOM CHORD OR CEILING JOIST (2) I6d EA. TRUSS 2x4 x 8' -0" LATERAL NAILS BASED BRACE AT 5 -0' o.c. ON SHEARWALL (6) I6d NAIL REQMTS. BELOW IF 'H' EXCEEDS 6 -0' THEN INSTALL 2x4 ON EDGE BEHIND 2x4 FLAT IN END -WALL TRUSS. IF 'H' EXCEEDS 12' -0' USE 2x5 ON EDGE. SEE ABOVE. DBL. 2xSOLID BLOCK W/ (2) SIMP 'LS50' TO WALL PLATE 2x6 PLATE W/ 16d AT 12' o.c. TO WALL GYPSUM BOARD DIAPHRAGM WITH 5d COOLER NAILS AT 1' O.C. AT FIRST (4) CEILING MEMBERS AND 2x5 PLATE GA8LED ENDUJALL Architecture Engineering, Inc. II SHEARWALL 2x SOLE E 1 SEE SCHDL FOR INFO I L F0120 04,9„ 00010 R Ef0 Io INTERFLOOR HOLDOWN it .I CUT x 4" SLOT IN SHTHG. 2x SOLID BLK'G EACH SIDE NEXT TO STRAP I.. (2) -2x OR dx (REF TO PLANS) HOLDOILN STRAP (INSTALL STRAP W/ EQUAL LENGTH TO BEAM l STUDS. DBL. JOIST OR SEAM (12) 10d EACH END OF STRAP 1-10L DOWN DETAIL ROOF TRUSS T (2) I6d INTO TRUSS 7<B CHORDS 2x4 AROUND BLKG. PANEL PERIMETER 1 1/2" PLY SHTH'G. W/ 10d AT 4' O.C. EDGES WALL TOP PLATES 1; ;BOUNDARY NAIL SOLID BLK'G. SIMPSON "LIP'S' 7 SCHEDULE FOR SPACING SOLID WOOD BELOW SEAM EN. SHTHG STUD W/ TO ST RAP I6d AT S" O.G. FROM BLKG. PANEL TO WALL PLATES ®Sf4EAW4LL EXTENSION FOR TRUSS- FRAMED ROOFS Project. Structtital Details Location. Pacific Northwest cU Copyright 1993 UNLESS OTHERWISE SPECIFIED,USE (2) SIMPSON '14T530" EA. END OF BEAM 3' DIA VENT HOLES AT 10' O.G. PER IBC 12032 2x4 FLAT EDGE FRAMING NAILED TO TRUSS VERTICAL W/ I6d AT 6 O.C. 2X SOLE IE SEE SCHEDULE FOR INFO APA -RATED ROOF SHEATHING 2 X SOLID FRIEZE BD (2) -2x OR 4x (SEE PLAN) By RF Date 1/2007 Job No 7000 HOLDOWN STRAP (INSTALL WITH EQUAL LENGTH TO BEAM AND STUDS. L 2 X SOLID BLK'G BELOW ENTIRE LENGTH OF SHEARWALL. 1-10L DOWN DETAIL 2 X STUD WALL SHEARWALL NAIL SAME .45 BELOW SOLID BLK'G. SIMPSON 'LSSO' MAY SUBSTITUTE FOR 'LTPS' CLG. JST APA -RATED SHEATHING S heet No SNEARWALL EXTENSION FOR STICK FRAMED ROOFS NAIL Sd AT OC. INTO EACH SHEAR TR.155 FOR DIAPHRAGM LOAD UP TO 200 PLF OTHERWISE USE 3' O.C. UNLESS SPECIFIED OTHERWISE, EITHER SHEAR TRANSFER SYSTEM MAY 85 USED SHEAR TRUSSES EACH DESIGNED FOR DIAPHRAGM SHEAR LOAD SHOWN ON PLANS (TRUSS TO TRANSFER SHEAR FROM TOP TO BOTTOM CHORD) (4) 16d NAILS 2x5 AT 16 O.G. W/ (3) I6d EA. END SHEARWALL SHEAR TRUSS MAY BE ELIMINATED IF SHEARWALL EXTENDS UP TO ROOF SHEATHING. SEE DET no FOR INFO. FASTEN TRUSS TO WALL W/ 'LS50' CLIPS SEE SCHEDULE FOR SPACING.r�" @SI—lEARWAL L EXTENSION Architecture Engineering, Inc I. '1 BEAM II 11 II II II I I IL BOLT DECK LEDGER TO RIM JOIST WI 9'e "0 AT 16' OA. AND (2) ROWS I6d AT 8' O.C. (USE 2 -5/8' BOLTS IF JOIST SPAN GREATER THAN 10' -0' FLOOR JOIST I 2X STUD WALL SEE SCHEDULE FOR NUMBER OF NAILS EA. SIDE BEAM SEE SCHEDULE FOR NUMBER OF NAILS EA. SIDE STRAP SEE FLOOR PLAN 4 X 8 POST I�I SIMP. 'MSTC40" EA END OF HEADER FASTEN TO DBL. STUDS -DRILL HOLE VS" GREATER IN DIA. N CENTER OF BEAM FOR BOLT I 11 5" SQ X 3/8" BRG PLATE PEEN THREADS AFTER TIGHTENED 1- I0LDOUJN ABOVE BEAM THIS DETAIL ALWAYS APPLIES. APA- RATED) SHEATHING EXTERIOR WALL DECK LEDGER 1- 1ANDRAIL CONN THIS DETAIL ALWAYS APPLIES. 16d 0 6" �MULTIPULE HOLDOWN STUDS i' SEE SCHEDULE CUT 1" X 4" SLOT IN PLY FLOOR SHTHG FOR STRAP I I II II SIMPSON "H2.5" EA. SIDE Project. Structural Details Location Pacific Northwest Q Copyright 1993 2X LEDGER 2X BLKG. AT STRAP HOLDOWN W/ A36 GRADE THREADED ROD TREADED ROD SIMPSON 'MSTC" WRAP STRAP AROUND HEADER IF NECESSARY FILL CAVITY W/ SOLID WOOD AT HOLDOILNS IL JI IC ISG I-�- -2X6 DIA. BRACE ST6224 STRAP WRAP AROUND BACK OF LEDGER I NAIL TO DIAG. BRACE NOTCH 4X8 FOR 3" BEAM BEARING 4 X 12 BEAM SIMPSON "PHD2" W/ 5/8" X 8" EXP BOLT CONCRETE FTG. SNEAiRUJALL E'OST CONN. 25 FORCl -I /DECK FOST CONN. W/ (2) I6d EA. JOIST SIMPSON ABU" POST BASE OR ELEVATED EPB" IF SLAB OR USE BASE CONN. SHCUN IN DETAIL '30 2X SPACED CEDAR 1 DBL. 2X MEMBER OR 4X MEMBER RIM JOIST 1 4 X3 X6 "XO' -9" STEEL 4J4 LE -I II II JOIST DOUBLE 2X BEAM PERPENDICULAR WALL 4 11 /2 4 5/8 4 THROUGH BOLTS W/ NUTS AND I DIA X 3/I6" WASHERS. EA SIDE. 4X6 CEDAR NEWELL TO RIM JOIST (6) I6d 2 NAILS AT THE TOP MIDDLE, I BOTTOM CONNECT WALLS TOGETHER BY FIRST (5) I6d THEN INSTAL D NAL 2x4 AGAINST IT AND NAIL W/ (6) I6d N PLYWOOD SHEATHING OVER WALL STUDS By RF Date 1/2007 Job No 7000 EDGE NAIL (EN) TO END 2x4 (6)16d 1 BEAM PRESSURE TREATED WOOD POST CONCRETE SLAB CONC.PTG. --4- Sheet No UNLESS NOTED OTHERWISE, USE 'SIMPSON' PC" POST CAP (USE "EPC" AT ENDS OF BEAM) EDGE NAIL O 21 SNEARWALL EXT WALL CONN THIS DETAIL ALWAYS APPLIES. Architecture Engineering, Inc NAIL SHTHG TO GIRDER TRUSS W/ ad AT 6 0G. BOUNDARY NAIL (BN.) 2 X SOLID _I FRIEZE BD NAIL WALL 51-171-1G. TO EA. HOLDOWN STUD W/ I0d 6 FOR 2 -STORY CONDITION, USE 'MSTC28' STRAP DIRECTLY BELOW GIRDER TRUSS TIEDOWN ABOVE RECOMMEND USING 'DRY' LUMBER RIM J0157 OR 'LSL RIM BOARD TO MINIMIZE BUCKLING OF SHEATHING NAIL (16) 12d EACH END TO STUDS ONLY SEE DETAIL 11 TRUSS BOTTOM CHORD OR CEILING JOISTS TT 1 THIS DETAIL ALWAYS APPLIES. (4) I0d EA. BLK FLOOR JOISTS y n Il (2) BAYS OF 4X SOLID BLKG WI (2) I6d EA. END CONNECTOR SEE PLAN FOR SIZE. INSTALL WI EQUAL LENGTH TO WALL AND BLOCKING. RE- ENTRANT CORNER Project. Structural Details Location. Pacific Northwest 0 Copyright 1993 SIMPSON 'LGT' TIEDOIIIN AT EA. GIRDER TRUSS NOTE: THIS DETAIL NOT REQ'D IF TRUSS MFG. CALCS SHOW LESS THAN 1000" NET UPLIFT FORCE AT GIRDER TRUSS REACTION. IF SO, THEN USE (2) 4H2.5T' TIES MULTIPLE 2X STUDS (SAME NUMBER AS TRUSSES) 2 X BLOCKING AT 6 -0' O.0 WI (3) I0d TOENAILS TO PLATE MULTIPLE 2X STUDS (SAME NUMBER AS TRUSSES) NAIL WALL SHTHG. TO EA. STUD WI 10d AT 6 OC. G IIRDEIR -TRUSS CONN FASTEN CLG. TO BLKG. WI DRYWALL SCREWS AT 4 O.C. 31 WALL- 70- CEIL'G CONN APA -RATED SHTI -IG. FILLER ON SIDE OF BM. EDGE NAIL (EN.) NAIL FULL -HGT STUD TO BEAM W/ (2) ROWS I6d AT 3 O.C. STAG'RD 2 X STUDS W/ 16d AT 8' O.G. STAGGERED FULL -HGT WALL PANEL EDGE NAIL (EN.) EDGE NAIL (EN.) WALL TOP PLATES NAIL WALL SHTHG TO F.H. STUDS WI 10d AT 6 O.C. EXTERIOR VIEW SUPPORT POST TO SEAR ON FELT 30" FELT MOISTURE BARRIER OVER 5000 PSI NON SHRINK GROUT (THK mudeIIU CONCRETE FOUNDATION 11 11 WHEN PANEL IS 1) 24" 25' WIDE, Il PROVIDE 'LTPS EACH END AT BASE By RI' Date 1/2007 Job No 7000 EDGE NAIL AROUND OPENING _04 NOTE: (4) 2x6 LAM. W/ 16d AT 8" O.C. EQUALS A 6x6 SUPPORT POST Sheet No 5M-TO-WALL CONN I- IOLDOWN EA. SIDE USE 'HDSA UNLESS NOTED OTHERWISE POST TO -FDN CONN. PERFORATED/ WALL DESIGNATION V ra 32 THIS DETAIL ALWAYS APPLIES. TIE WALLTOP PLATES TOGETHER WI MSTC40 STRAP -C STOP RIM JOIST EA. SIDE OF BM FASTEN TO F.N. STUD W/ (2) 10cl TN. FULL -I-IGT STUD EA. SIDE OF BEAM BEAM TO BEAR ON ON FULL AREA OF 2X STUDS LAMINATED W/ I6d AT 12' O.G. PT MUDSILL STOP AT GROUT 5 /8 "0 EXP BOLT WI 4 1/2 MN. EMBED PANEL WIDTH EDGE NAIL (EN.) RIM JOIST SEE SCH'DL FOR 'LTPS' SPACING PERFORATED WALL NAILING Architecture Engineering. Inc T/ WALL IL/ SEE PLAN r I "H" (4 -E' MAX.) I 4' -0" e l k T/ WALL li MIN. SEE PLAN I I I 1' -0" I; MN. I T/ FOOTING I lid SEE PLAN 1 I (c .r I z T/ FOOTING 1 l j'' J (3) CONT. T ADD'L BARS IF SPECIFIED CN PLANS H' 2 I' -6 MIN. MN. THIS DETAIL ALWAYS APPLIES. HD ANCHOR' EMBED. DIAMETER DEPTH 5 /5" I 10" 3/4" 1 II" l /8" I 13" 18' UNA. FOUNDATION STEP 4 0 35 SNEARLALL AT SLAB THIS DETAIL ALWAYS APPLIES. BEAM FACTORY GLUED BRG. BLOCK COLUMN CAP SEE PLAN FOR TYPE II 0 1° _JL_ °i HOLES MUST BE SPACED AT LEAST 18' APART —7 THIS DETAIL ALWAYS APPLIES. STEMWALL FOOTING UNDISTURBED EARTH MATCH FOOTING 22.-0 REINFORCING AND TIES APA RATED SHEATHING. 5189. A136 OR 5/e EXP BOLTS (5' MN. EMBEDMT) AT HOLDOU.NS, USE (A3.) THREADED ROD WI SIMPSON 'SET' ADHESIVE. (SPECIAL INSPECTION REQUIRED BY CODE) 2' -0' 0 FOOTING DEPTH (HD EMBEDMENT DEPTH 4 USE 14 (MN) DEPTH ACCEPTABLE AREA TO DRILL MAX 2 3/4 DIAMETER HOLE. HOLES MUST BE AT LEAST 3' -0" FROM SUPPORTS 4 MIDSPAN AND IN THE MIDDLE THIRD .L OF THE BEAM DEPTH. 3'1 CCLULAI" I -BEAM PENETRATIONS Project Shearwall Schedule Location Pacific Northwest 0 Copyright 1993 2X6 FLAT ILL' 16d EA TRUSS Sd 6 00. OVERFRAMING TRUSSES OR 1X FRAMING EXTEND ROOF SHTNG DOLLN TO BLKG. PREFAB TRUSSES OR 2X FRAMING 3' -0" THIS DETAIL ALWAYS APPLIES. 4 -BAYS OF 4X BLKG. —APA -RATED FLOOR SHEATHING By RI' Date 1/2007 Job No 7000 IF RAFTER IS LESS THAN 12" FROM SHEARIUUALL, THEN BLOCK (2) BAYS IF SHEARLIALL FALLS DIRECTLY BELOW A RAFTER, THEN USE PET. •3 2X BLKG. AT 32" CC. W/ (2) lbd EA. END EA. SIDE OF SH'IUALL CEILING JOIST I>C STUD WALL Sheet No ROOF OVERFRAMING 10d 4 O.C. ROOF 5HTS Brt E3UTTERFL DfizACG STRUT APA -RATED SHEATHING Ul/ ea 6 EDGES 12" FIELD led EA TR)55 2X SOLID BLKG. 2X STUD WALL SIMPSON "PHDS" FIOLDOU.N EA. END W/ 5/5' DIA (A36) THRD ROD RECOMMEND BUILDING SHEARWALL 3/16" SHORT TO ALLOW FOR VERTICAL SHRINKAGE OF RAFTERS Sd AT 3' OC. Sd AT 6 OC. r ROOF SHTI.IG. RAFTERS SHEARWALL TO MATCH BELOW NAIL BLKG. TO STUD SHEARWALL 8 51-1EARLUALL EXTENSION 4. 1 )H PREPART.E Er Sun Desigr Tigard, Oreqrn CliPnt SUNTEL F ict MHILL '-t L:calon GARAGE DR HDRF1 Calculation B. Ni 0:mm2n1 BEAM N A L NT 9 3 3 BEAM AND LOAD DIAGRAM I Will16"'"'" "tultaikSiatiiiiMIEM11" R1 R:.:. Ri t 1". m lb= Rsacti n Ri 1 "6) H lbs 7 al l_ad TiF;r:Eicna span 15 fee r: erhanq 1 N: .1- i.arol la oaus. m ..Je •eigi 5 lt2 1 t= .14f Lr F:rn °ads J F 1 1 0 if f p t :,:f 16 0 1:....tq o Is ie,..d 1. 1 :6( Pr 4nCE 7"- Lt-O 4 41 7 "...3F ST-N 7:Ec r.:' REG IFD h0T_ i..: ,.b..., 1 -7 7 F.' 7 .45 A 2a 3q In 1 M en I 4 J 'ES 4c F'q 1 g 1.1 Sr- 11: Eefle:f .r 5: E i -7 ES M in 7 'le r 4, a A 2' inche= Ma .mum Def :n c u ra O" re■=i MA imim M M2r1 Lr.r MTM'MLM BEAM SIZE W 1INIMUM BE A0 -RE A S In 1 4:231 0:e 1 1 H 'PEP-iRED Suntel Design Tiiard Oregiin Mien+ SUNTE! Pr:iect AMHILL L:cati=n PORCH BEAMP Calculati:n B L M CDmment 2 F ANAL fE.T. BEAM AND LOAD DIAGRAM iithENIUZIMIEBilliamogitaraZirrauamuniatilSEM R:. P:= Pi ;0 lbs Rea_tl:n P2 Ei) lb= T 1 lead s 1 I lb= rim C ea r span k fi=F- nr n erhang ptifl :E4:1E :Lang ar ads m cam e 1-r.E. 1' Lnif m ads Li 12 nefl=ec liriL (11 p s dead 1:ac. Sheer lbs i 1 f -1Ls) F.: -n.--,7; Se 1...d ]u D=t1 in 4: E i S ES Mm Ina ''.Et MA. imim Ocr "i_n Ma imum Der1e»in :ire at 4 5 Ma .mum M cur= 4 7 fee MINIMUM BEAM RI .E (W H) IINIMLM SEAM AREA (Sc In lb= a ce t fn 1 4 BE M 7- FE WrICE =IR L.“ D=.=iT" =IR:PERT:ES R7n1IPPD fl.TU L ;7 Cl c >r 4.4 is EZ. lUH PREPARED BY Client Pr:ject L:cati:n Calculati:n By Ccmment Reacti:n R1 T:tal 1:ad Dimensicns PDint IDads P1 No triangular 1:ads Unifprm beam weight= Uniform lcads U2 U1 Dsfle-+inn limit Shear (lbs) Mcment (ft-lbs) Deflecti:n (in) BEAM Suntel De=ign Tigard, Oreg:n SUNTEL DESIGN YAMHILL BEAM AT NOOk LM R1 Actual MaAimum Deflectizn Ma imum Deflecti:n Dccurs Maximum MDment occurs ANALYSIS BEAM AND LOAD DIAGRAM P1 0NN��0�� vmmmmmmmmmm 000TW0 mmIgnImmwx. w111”:1 R2 2 30D 2 lbs 5,985 lbs Clear span 9 feet, nc cverhang Reacti:in R2 3,675 8 lbs 1 JN o lbs at 5 feet 15 lbs/lf 135 lbs total) 75m U lbs/lf at 4 m feet 3 0 feet 7 '0V lbs/lf at 0 feet t'D 4 0 feet (live I:ai plus dead l:ad) 1/260 BEAM TYPE LAM 24 F GLUL*M COMPUTED STRESS STRAIN DESIGN /AL PROPERTIES REQUIRED ACTUAL 8 58J V 8 FV 165 Area (Sq In J FB 2 4m m Se:t MDdulus 30 E 1 8»E6 Mcm Inertia 0 3) inches at 4 5 feet at 5 0 feet MINIMUM BEAM SIZE (W H/ MINIMUM BEAM AREA Sq In 48 40 0� ^=r c� 45 58 11 )8* Calculation By L M Comment BEAM NR 4 L� H M H IV H L Y I b PREPARED BY Suntel Design Tigard, Oregon Client SUNTEL DESIGN_ Project YAMHILL Locati:'n BEAM AT LIV /DIN RM BEAM AND LOAD DIAGRAM IIIMIIII €IIIII IIII I IIIIIIIIIIIIIIIIIIIIIIIIIIIIII1 Ri Actual Ma imam Deflection C) 35 inches Maximum Deflecti Dn :occurs at 5 C? feet Maximum MDment :'ccurs at 5 n feet MINIMUM BEAM SIZE (W H) R2 Reaction R1 3,0 5 lbs Reaction R2 3,097 5 lbs Total 1Dad 6,1D5 i) lbs Dimensions Clear span in 5 feet, no overhang No point 1:'ads N: triangular lads Uniform beam weight= 15 lbs /if 157 5 lbs t:tal) Unit 'rm 1 :ads U1 575 0 lbs/If at 0 0 feet t: 100 5 feet. Deflecti:tn limit (live lead plus dead load) 1/360 BEAM TYPE LAM 24 F GLULAM COMPUTED STRESS /STRAIN DESIGN VAL PROPERTIES REQUIRED ACTUAL Shear (lbs) S 0D7 5 FV 165 U Area (Sq In 28 40 Moment (ft-lbs) 8,112 5 FB 2,4o0 0 Sect M:udulus 41 6() Deflecti:n (in) 0 35 E 1 80E6 Mom Inertia X55 255* MINIMUM BEAM AREA (Sq In 43 13