The URL can be used to link to this page

Home My WebLink About1003 Cathleen St Technical - BuildingTECHNICAL Permit O1 ■3l Address 1063 C a l ern S4 Project description N fm J Date the permit was finaled 42 2"1 -0 Number of technical pages 3 y es i Bence PLAN #63095C FOR Suntel Home Design In return for payment of a one-time fee, ea Architecture Engineering, Inc. grants you a limited license to use the Analysis to construct one single house a the address shown below This lateral analysis is not to be used for any master plan approval process. Site Location. 1003 Cathleen Street, Port Angeles, WA Copyright: #9983 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 AND CAN NOT BE USED w 133 '22 G -�Y \eRX` AFTER September 2008 jaie/?/ ARCHITECTURE ENGINEERING, INC Phone (503) 533 -5100 Fax: (503) 533 -5885 E -mail: fae- engineeringsupport@comcast.net late/i/ Project. Yamhill -C By RF Sheet No File #63095C- 100D -D2 WA Date 6/2007 Architecture Engineering, Inc Client. Suntel Home Design Job No 7201 IJAEAL ANAlYSIS LIABILITY LIMITATIONS OWNERSHIP OF DOCUMENTS ANALYZE BUILDING FOR ONLY WIND SEISMIC FORCES according to the 2006 INTERNATIONAL BUILDING CODE WIND ANALYSIS FOR EXPOSURE "D" 100 MPH (3 -sec Gust) SEISMIC ANALYSIS FOR CATEGORY D2 tF idiAC Architecture Engineering, "FAE 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 FAE for items beyond that shown on these sheets. No construction observations nor soils investigations performed by FAE INDEMNIFICATIONS BY BUILDING DEPARTMENT Building Department agrees to defend, indemnify and hold harmless FAE from any loss, costs, damage, expense, including attorney fees upon trial or appeal, for liability arising out of or in connection with FAE's Analysis unless Analysis is used for specific site location shown on cover naae and contains an original engineer's "wet- stamp" seal signed with red ink (no photocopy allowed). All documents produced by FAE shall remain the property of FAE and shall not be used unless accompanied by an original engineer's wet stamp issued from FAE Architecture Engineering, Inc ianJljiginuiunnmli�lolgni IIIIIIIIi111111 I II� VIII I� ��Illll ll:t;!III111 II II I�Ill lllip IIIIII'1 /I r, 7 1111111111111111111111111111111 111114111111 111411M1 ""'L1116dnI111,11a iiiii1I nnlnuumuluuln ally :IIIIIIa;a811W16:6i 111111 f11111161: 1411FIIG• ILTIIII {j:Ilidl i141u1ug daOALlliI 111111' 11111 1111 l frI1111110111W11111 1111I1i1111nnimm�lnnllnlAl li l d 111111119111111 Ip1dIdF11111I111I1111 a1dnlllll 11111111IIIII111111111111IIIIIIIIIIIIIIIIIINIIIIIIIIIIIIil1111111111111111111111111111AIILIlll1IIIIIIIIIIIIIIIIIIIIIII I Project. Yaanhiil -C File #630950- 100D -D2 -WA Client. Suntel Horne Design eCALE VS. NC. QI�t 1T cLCVATIOn V A 1 By RI' Date 6/2007 Job No 7201 2ND FLR LINE IST PLR LINE Sheet No Architecture Engineering, Inc Project: Yatnhill -C File #63095C-100D-D2-WA Client. Suntel Home Design SCALE= V6' P -0' SCALE: VS' P -0 By RF Date 6/2007 Job No 7201 Sheet No 3 /L, 7ND FLR LINE 1ST FIR LINE Architecture Engineering, ,Inc SEE 0 SEE Project Yainhill -C File #63095C- 100D -D2 -WA Client. Suntel Home Design i it i II I By RF Date 6/2007 Job No 7201 FASTEN EA. TRUSS TO TOP WALL PLATE LW SIMP 'N6" 4 EA. STUD TO TOP WALL W/ SIMP '5P2' EXTEND WALL SI -ITNCs DOWN TO FLOOR SPACE ROOF 51-ITI -ICs FASTENERS AT b O.C. AT ALL INTERMEDIATE FRAMING MEMBERS EACH SIDE OF EACH RIDGE, HIP AND WITHIN A 5 -0' WIDE NAILING ZONE AROUND THE ENTIRE PERIMETER OF THE HOUSE (NAILING ZONE WIDTH STARTS AT EDGE OF ROOF) JDIDU T_oo2 >_q' 41 7V Sheet No Architecture Engineering, Inc 6x6 w/ ECC66 SEE 6x6 w/ ECC6 SEE 4 6x6 w/ ECC66 SEE Project. Yarnhi]1-C File #63095C-100D-D2-WA Client. Suntel Horne Design SIMP 'STI2 T 4 5 EACH WINDOW OPEN I .1 I 30' (MIN) WALL WITH E ZEAL By RF Date 6/2007 Job No 7201 c.=1 STEINI ST 2Ar "0 5k41" D TIC 4:: SALC CKING BEAT r -7 77 e HEADER SEE DETAIL "3 EXTEND HEADER OVER ENDWALLS Sheet No IN SHADED ARE4 USE SPECIAL NAI ING SEE SCHEDULE IPROIDE STRAP T 4 B AT 14 ADER SPLICE 6 MA P_OCDQ P_A HEADER Architecture Engineering, Inc D OD SEE ®5 SEE Project Yamhill -C File #63095C- 100D -D2 -WA Client. Suntel Home Design C, 11 L- _J Ls 10. I I I II I 4 L SEE DETAIL 0 9 By RI- Date 6/2007 Job No 7201 P 1 Sheet No <P 1(p e PaeAV Architecture Engineering Inc Data. W= Total Wind Force Y x I x P x A Y =161 I =10 FRONT REAR WALLS SIDE WALLS Zone Project: Yamhill -C File #630950- 100D -D2 -WA Client. Suntel Home Design WIND ANALYSIS USING 2006 IBC SIMPLIFIED WIND METHOD 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 6/2007 Job No 7201 Reference 2003 IBC Figure 1609 6.2 1 Projected Area Aa 95 sq ft. Ab 30 sq ft. Ac 640 sq ft. Ad 180 sq ft. Sheet No 7 1.p W Y I (Pa Aa Pb•Ab Pc Ac Pd Ad) W 2 08 x 10 pounds Distribute wind force to roof and second -floor level. FRwl Y I (0 3 Pa Aa 1 0•Pb Ab 0 3 Pc Ac 1 0 Pd Ad) FRwl 8 64 x 10 lbs F2w1 Y I (0 7 Pa Aa 1 0 Pb•Ab 0 7 Pc Ac 1 0 Pd Ad) F2w1 1 56 x 10 lbs Horizontal Pressure Projected Area A Pa 17 8 psf Aa 95 sq ft. B Pb 12.2 psf Ab 30 sq ft C Pc 14.2 psf Ac 705 sq ft. D Pd 9 8 psf Ad 240 sq ft. W Y I (Pa Aa Pb•Ab Pc Ac Pd Ad) W 2.32 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 1 x 10 lbs F2w2 Y I (0 7 Pa Aa 0 0 Pb.Ab 0 7 Pc Ac 0 0•Pd Ad) F2w2 1.32 x 10 lbs eVedie/it, Architecture Engineering, Inc SEISMIC ANALYSIS USING 2006 IBC SIMPLIFIED ANALYSIS PROCEDURE Data. I =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 Windows 10 psf (Average) Aroof 1500 ft ^2 A2ndFloor 1250 ft^2 AlstFloor 1800 ft^2 h2 21 ft Mroof 20 Aroof 10 Aroofwall M2 20 A2ndFloor 10 A2wall p =2— 20 r•V A2ndFloor E 1.2 p Sd (Mroof M2) E 1 3 x 10 pounds 1 4•R Distribute Seismic Shears Project Yarlull -C File #63095C 100D -D2 -WA Client Suntel Home Design By RF Date 6/2007 Job No 7201 Aroofwall 700ft ^2 A2wall 1400 ft ^2 Al wall 0 ft^2 hl =10ft Mroof 3 7 x 10 pounds M2 3 9 x 10 pounds p if(p 1,1,p) p 1 Mroof FRe E FRe 6 34 x 10 pounds Mroof M2 M2 F2e Mroof M2 E F2e 6 69 x 10 pounds Sheet No 110 gate Av Architecture EnTineenng, Inc Project: Yamhill -C File #63095C 100D -D2 -WA Client: Suntel Home Design By RF Date 6/2007 Job No 7201 Sheet No c t/i INVESTIGATE SHEARWALLS USING PERFORATED SHEARWALL DESIGN APPROACH Analyze entire brace wall line as a series of perforated 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 2006 IBC 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) Rl 460 plf x 8 ft 110 plf x (0 5 x 4ft) R1 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) l33# per nail 2 6 nails per foot Net spacing for shear and uplift 2 4" o c Rim joist to wall top plate Use 16d common nail (0 162 by 3 1/2 in.) 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 "LTPS" 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 Type "C" shearwall w/ HTT22 holdowns, 16d at 2 1/2" o.c. sole plate nailing and LTP5 clips at 24" o.c Sai,e4/ Architecture Engineering, Inc RI 400" FRe 2550" HOLDOWN Pu 3100" X 4 -0' P.S.W. Segment ELEVATION OF PERFORATED 51-IE4FW4LL WALL HEIGHT 8 -0' Percent Full- Height Sheathing 10% 20% 309' 40% 50% 60% 10% 80% Project. Yamhill -C File #63095C- 100D -D2 -WA Client. Suntel Home Design SNEAK IRESIST4NCE ,4DJl. By RF Date 6/2007 Job No 7201 4 -0' r3 -O)' P.S.W. Segment Per For A ted Shea 111111 L MAXIMUM OPENING HEIGHT RATIO AND HEIGHT H/3 1- 2H/3 2H/6 H 2' -8 4/ 0' 5 -4 6 -8' 8' -0' .ante Adjustment ractor 1.0 0.59 I 053 043 036 1.0 411 0.56 045 0.38 1.0 014 059 045 042 LO 011 053 053 045 1.0 050 061 I 051 I 050 L0 0.83 011 I 0.63 056 1.0 0.81 011 059 053 1.0 0.91 0.83 011 011 ST FACTOR eg* /la fr d/ Architecture Engineering, Inc INVESTIGATE UPPER -FLOOR SHEARWALLS. Line "A" Rear Walls Line "B" Front Walls Project: Yamhill -C File #63095C- 100D -D2 WA Client Suntel Home Design Summation of full height walls lengths Total length of brace wall line full height sheathing S L 100 S 73 68 percent TL Diaghragm stress v 0 5 FR v 113 63 plf TL Shearwall stress v 0 5 FR v 192 76 plf 08L Weight Wd 110 plf Uplift for shearwall length L1 3 ft. R1 400 (worst case) Pu v 8 5 Wd L1 R1 Pu 977 06 pounds Use Type 'B" Shearwall w/ MSTC40 holdowns Summation of full height walls lengths Total length of brace wall line full height sheathing S L 100 S 66 67 percent TL Diaghragm stress v 0 5 FR v 110 71 plf TL Weight Wd 110 plf Uplift for shearwall length I 1 `'t• R1 400 (worst case) Pu v 8 5 Wd Ll Rl Pu 375 7 pounds Use Tyre "B" Shearwall w/ no holdowus By RF Date 6/2007 Job No 7201 L 28 ft. TL 38 ft. L =26 ft. TL• =39 ft. Sheet No 11 Ito Architecture Engineering, Inc INVESTIGATE UPPER FLOOR SHEARWALLS. Line 1 Walls Project. Yamhill File #63095 100D -D2 -WA Client. Suntel Home Design Summation of full- height walls lengths L 21 ft. Total length of brace wall line TL 24 ft. full height sheathing S T 100 S 87 5 percent Diaghragm stress v 0 5 FR v 208 92 plf TL FR Shearwall stress v 0 5 08L Uplift for shearwall length L1 8 ft. (worst case) Pu =v8— 5 WdL1 —R1 Use Tube "B" Shearwall w/ MSTC40 holdowns Line 2 Walls Summation of full height walls lengths Total length of brace wall line full height sheathing S L 100 TL Diaghragm stress v 0 5 FR TL Seismic Shearwall stress w/ wall aspect v ratio penalty 1 75 0 5 FRe 0 78 L Use Tune "B" Shearwall w/ HTT22 holdowns By RF Date 8/2005 Job No 1924 v 298 45 plf Weight Wd 110 plf R1 400 Pu 1 55 x 10 pounds L =36 ft. TL• =36 ft. S 100 percent v 139.28 plf v 197 65 plf Shearall stress v 0 5 FR w v 178 56 plf 0 78 L Weight Wd 110 plf Uplift for shearwall length L1 3 ft. (worst case) R1 400 Pu v 8 5 Wd L1 R1 Pu 863 5 pounds Sheet No 1 2 lto efateAv Architecture Enineerin, Inc Project: Yamhill File #63095- 100D -D2 -WA Client: Suntel Home Design INVESTIGATE LOWER -FLOOR SHEARWALLS. Rear Walls Line A Front Walls Lme B Summation of full height walls lengths L 16 ft. Total length of brace wall line TL 39 ft. full- height sheathing S L 100 S 41 03 percent TL Diaphragm stress v 0 4 F2w1 v 159 77 plf TL Rim/blocking stress v 0.5 FRwl 0.35 F2w1 v 250 51 plf TL 0 5 FRw2 0 35 F2w2 Shearwall stress v v 601 87 plf L Uplift for shearwall length L1 2 ft. (worst case) Pu =v9– 5 WdL1 –R1 Tyne "D" Shearwall w/ P:EID6 holdowns By RF Date 8/2005 Job No 1924 Weight Wd 110 plf R1 400 Pu 4 91 x 10 pounds Summation of full height walls lengths L 24 ft. Total length of brace wall line TL 44 ft. full height sheathing S 100 S 54 55 percent TL F2w1 Diaphragm stress v 0 3 v 106.21 plf TL 0 5 FRwi 0 5 F2w1 Rim/blocking stress v v 275 15 plf TL Seismic Shearwall 1 75 (0 5 FRe 0 5 F2e) stress w/ wall aspect v L v 475 plf ratio penalty 0 5 FRwl 0 5 F2w1 Shearwall stress v v 504 43 plf L Uplift for shearwall length L1 2 ft. (worst case) Pu =v9– 5 WdL1 =R1 Use Tyne "D" Shearwall w/ HTT22 holdowns Weight Wd 110 plf R1 400 Pu 4 03 x 10 pounds Sheet No 3 1 Architecture En (4ineerin, Inc INVESTIGATE LOWER -FLOOR SHEARWALLS. Garage Front Walls Line C Project: Yamhill File #63095 100D -D2 -WA Client: Suntel Home Design Summation of full height walls lengths Total length of brace wall line full height sheathing S L 100 TL F2w1 Diaghragm stress v 0.25 Rim/blocking stress v Seismic Shearwall v stress w/ wall aspect ratio penalty Shearwall stress v Use Garage Frame Detial TL 0.25 F2w1 TL 1 75 0.25 F2e L 0.25 F2w2 L Uplift for shearwall length L1 1 7 ft. (worst case) Pu =v7— 5 WdLI —R1 By RF Sheet No Date 8/2005 L-41 Job No 1924 Re, L =54 ft. TL 20 ft. S 27 percent v 194 72 plf v 194 72 plf v 541 67 plf v 610 56 plf Weight Wd 110 plf R1 400 Pu 3 78 x 10 pounds Si Wiwi. Architecture Engineering, Inc Project: Yamhill File #63095- 100D -D2 -WA Client Suntel Home Design INVESTIGATE LOWER -FLOOR SIIEARWALLS. Line I Walls Summation of full height walls lengths Total length of brace wall line full height sheathing S L 100 S 79 55 percent TL F2w2 Diaghragm stress v 0 43 v 257 77 plf TL Rim/blocking stress v Seismic Shearwall v stress w/ wall aspect ratio penalty 0 5 FRw2 0 43 F2w2 By RF Date 8/2005 Job No 1924 L 17 5 ft. TL 22 ft. Sheet No i t� v =48568 plf TL 1 75 (0 5 FRe 0 43 F2e) v 604 63 plf L Shearwall stress v 0 5 FRw2 0 43 F2w2 v 610 57 plf L Uplift for shearwall length L 1 2 f t. (worst case) Pu =v9— 5 WdL1 —R1 Type "D" Sh.earwalls w/ PHD6 holdowns Weight Wd 110 Of R1 400 Pu 4 99 x 10 pounds krclutecture Engineering, Inc Project Yamhill File #63095- 100D -D2 -WA Client Suntel Home Design INVESTIGATE LOWER -FLOOR SHEARWALLS. Line 2 Walls. Summation of full- height walls lengths Total length of brace wall line Line 3 Walls By RF Sheet No Date 8/2005 i Job No 1924 L =13 ft. TL 40 ft. full- height sheathing S L 100 TL S 32 5 percent F2w2 Diaghragm stress v 0.25 v 82 43 plf TL 0 5 FRw2 0 5 F2w2 Rim/blocking stress v v 290.2 plf TL 0 5 FRw2 0 5 F2w2 Shearwall stress v v 892 93 plf L Weight Wd 110 plf Uplift for shearwall length Ll 5 ft. (worst case) Rl 400 Pu v 9 5 Wd Ll R1 Pu 7 36 x 10 pounds Tyne "E" Shearwalls w/ HDO8 holdowns Summation of full height walls lengths Total length of brace wall line L =20 ft. TL 20 ft. full- height sheathing S 100 S 100 percent TL F2w2 Diaghragm stress v 0 1 v 65 94 plf TL 0 1 F2w2 Rim /blocking stress v TL v 65 94 plf Shearwall stress v 0 1 F2w2 L Uplift for shearwall length L1 19 ft. (worst case) Pu• =v9— 5WdL1 —R1 Tvne "B" Shearwalls w/ no holdowns v 65 94 plf Weight Wd 110 plf Rl 400 Pu —851 53 pounds Architecture Engineering, Inc DRAWING NOTES II 0 B 0 10 SIMSPON 'HU" TYPE BEAM HANGER SIMPSON GLB' TYPE BEAM HANGER Project. Structural Notes Location. Pacific Northwest Copyright 1993 OWNERSHIP OF DOCUMENTS LEGEND By Ill? 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 1 DESIGNATES GRID LINE DESIGNATES DETAIL MARK DESIGNATES SHEARWALL TYPE DESIGNATES HOLDOWN TYPE (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 A /G\ Architecture Engineering, Inc 5NEARWr4LL SCHEDULE MARK WALL COVER FASTENERS 66 WALLBD 5/5 G.W.B. NAIL OR 1 4" O.0 'WII P5 SCREW A\ 1/16" A.PA, 16GA STAPLE, RATED 51 -IT'G 0.131 x 2 1/16" A.PA,- RATED 5I -IT'G AD\ 1/15" A.PA,- RATED 51 -IT'G 1/16" A.P.A.- RATED SHT'G EACH SIDE 1/16 A.P.A. RATED 5NT'G EACH SIDE I- 4OLDowN SCHEDULE DESIGNATES SIMPSON PRODUCT MARKI HOLDOWN I FASTENERS NO 1-10L DOWN REQUIRED j "MSTC40' 'MSTC52' 'MSTC66 'CMSTI2" (43) I66 SINKER \4/ 9 -0 "LONG NAILS AT EACH END V V "1=44D-5" -OR SIMPSON 'IDU -4 'l -ITT22 -0 2 SIMPSON IHwt:l r� 'PI 1D5 'HDU -5 -OR 'HDQ -8 (15)(16) 'IDU -II or "NHDQII" (15)(16) 'HHDQI4 0.148 "0 x 2 0.131 "0 x 21/4 0.148 m x 2 1 /4 F RH. P -NAIL 0.148" 0 x 2 311 O.C. FULL ROUND- STAGRD HEAD P -NAIL, 0.148 "d' X 2'/4 FULL ROUND- 4" O.C. HEAD P -NAIL, 0.1480 2 "o.C. FULL ROUND STAGRD HEAD P -NAIL, (18) 166 SINKER NAILS AT EACH END (24) 166 SINKER NAILS AT EACH END (34) I6d SINKER NAILS AT EACH END ,.SIMPSON "SSTB24" "SSTB24" 'SSTB28' SIMPSON 'SSTB28 g PANEL EDGES SIMPSON 'SSTB2S' W/ 9/54 CUT WASHE 4 HEAVY HEX NUT 1" DIA. (A35) GALV ROD EMBED 8 INTO 12 THK x 21" WIDE 10' -0' LONG FIG, DESIGNATES SHEAR PANEL AND HOLDOWN TYPE. DESIGNATES APPROXIMATE HOLDOWN LOCATION Project. Structural Details Location Pacific Northwest Copyright 1993 INTERM. STUDS 3" O,C 4" O.C. 6 O.C. 3 OC 12" O.C. 4" OC. 12" O.0 12" O.C. 12 O.C. SOLE (9) PLATE 4" O.C. 16de& S O.0 I6de 3 "oc 12 O.C. STAGRD NOTES I6dg 21/2 Cc STAGRD I6dg 3 oc STAGRD I6dg 21/2 oc STAGRD 16de 11/2"oc STAGRD 166 TOENAILS AT 8 O.C, (3) "LTPS "e 45" oc (3) 'LTPS "e 24 oc 'LTPS'w 5 By RF Date 1/2007 Job No 7000 BLOCKING/ (9) 5/ "4' x 1" RIM JOIST EMB. ABs 48" O.0 48 O.C. 16" O.0 (3) "LTPS "e 16" oc 10" O.0 (3) "LTPS'e 10' oc 18" O.C. (3) CC 12" O.0 Sheet No 2. ALL PANEL EDGES MUST BE BLOCKED REMARKS 11/2 LONG x 1/I6 WIDE STAPLES W/ CROWNS PARALLEL W/ FRAM'G. DBL. STUDS/BLKG. AT (5) ADJOINING PANEL EDGES W/ 166 AT 4" 0.0 DBL. STUDS/BLKG. AT (5) ADJOINING PANEL EDGES W/ 166 AT 4 O,C DBL. STUDS/BLKG. (8)(II) e ADJOIN'G PANEL EDGES W/ 16d AT 4" 4 3X MUDSILL 3X. MUDSILL AND (8) (1I) 3X. STUDS /BLKG. AT ADJOINING PANEL EDGES PER NEW CODE, ALL ANCHOR BOLTS MUST HAVE 2 SQUARE X 3/I6 HDG PLATE WASHERS 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 0.1480 P- NAILS) 3 SIMPSON 'RBC BOUNDARY CLIPS TO SUBSTITUTE FOR 'LTPS 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/ 166 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 MPG. SPECS 1. HOLDOWNS OCCUR AT ENDS OF SHEAR -WALLS AND SHALL FASTEN TO A MINIMUM OF (2) STUDS (MIN.) LAMINATED TOGETHER W/ 166 AT 6 "o. S. 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 TI-4E SHEARWALL FROM THOSE ON THE OTHER EXTEND PLYWOOD THROUGH CORNER AS :'HOWN IN DETAIL 14 TO ACHIEVE MINIMUM SHEARWALL WIDTH SHOWr ON PLANS 12 SHEARWALLS WITH OVERDRIVEN NAILS PENETRATING SURFACE BY MORE TI-IAN 1/8 WILL BE REQUIRED TO BE RENA;ILED 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/ 166 AT 8 OG, AND STUDS I6 II o.c_ PLATES SHALL LAP A MINIMUM 4 -O AT SPLICES WITH AT LEAST EIGHT 166 NAILS EACH SIDE OF SPLICE 14 HOLDOWN TYPES W/ GREATER NUMERICAL DESIGNATION MAY SUBSTITUTE FOR HOLDOWNS WITH LESSER. SEE CHART TO THE LEFT 15 USE 3000 PSI CONCRETE IN STEMWALL. PROVIDE (2) *4 CONT T 4 B IN STEMWALLS WITH THESE HOLDOWNS EXTEND I0' -0 PAST HOLDOWNS 16 FASTEN TO (4) 2x6 FULL -I-IGT STUDS FASTEN EACH STUD TOGETHER WI (2) ROWS 166 AT 6 O.G. STAGGERED EDGE NAIL WALL PLY TO EA. STUD IN SHADED AREAS FASTEN SHTHG. AT 4 0G. AT BOUNDARIES OF SHADED AREA AND PANEL EDGES. BLOCK PANEL EDGES W/ 2 NOMINAL FLAT BLOCKING. USE 86 COMMON NAILS FOR ROOF.AND 106 AT FLOORS /CLGS. USE 5/8 OSB OR PLY SHTI.4G, AT CEILINGS REFERENCES TO SEE NOTES ABOVE Architecture Engineering, Inc APA -RATED ROOF 51-IEATHING BOUNDARY NAIL (ESN.) 2 X SOLID FRIEZE BD 2 X STUD WALL SEE NOTE BELOW ROOF FERIMETER 7H15 DETAIL ALWAYS APPLIES. SIMPSON 'LTPS') SEE SCHEDULE FOR SPACING SHEARIJALL EXTEND WALL SHTHG DOWN TO TOP WALL PLATE 4 EN. EDGE NAIL ZEN) PLY. SPLICE PT. EDGE NAILING SIMPSON 'LTPS "J RECOMMEND USING 'DRY' LUMBER RIM JJIST OR 'LSL RIM BOARD TO MINIMIZE SUCKLING OF SHEATHING r I0d 4 O.C. PLYWOOD DECK SHEATHING I I-+ -JOIST L-2 X SLOCK'G EA. SIDE 48' SIMPSON 'LS50' MAY SUBSTITUTE FOR 'LTPS' APA -RATED SHEATHING JOIST /SI- EAiWALL SOLE PLATE NAILING SEE SCHDE FOR INFO (4) IDd EA. BLK. FLOOR JOISTS 2 X BLOCKING AT 6 -0' O.0 W/ (3) 10d TOENAILS TO PLATE 2 X STUD WALL APA -RATED SHEATHING 0 PARALLEL JOISTS THIS DETAIL ALWAYS APPLIES. Project: Structural Details Location. Pacific Northwest Q Copyright 1993 SIMPSON 'H1' TIE AT EACH RAFTER ALONG ENTIRE PERIMETER NOTE: 'HI0 -2' MAY SUBSTITUTE FOR 'HI' NOTE: SIMP 9-42.5' MAY SUBSTITUTE FOR 'Hi' AS LONG AS 'RBC' CLIPS AT 24 o.c. ARE USED TO CONNECT THE FRIEZE SD TO TOP WALL PLATE. APA -RATED ROOF SHEATHING Sd 4 O.C. END OF 2X WALL By RF Date 1/2007 Job No 7000 2 X 6 FLAT BLK'G W/ I6d 0 4 O.C. INTO WALL SHEARWALL PLYWOOD 5HEATHING 10d 4 O.G. 16d m 8'o.c_ SOLID BLK'G. SIMPSON 'LTPS' SEE SCHEDULE FOR SPACING 10d 6 O.G. AT FLOOR AT DSCR, PROVIDE 2x4 x 5' -0' LONG NAILED TO BOTTOM CHORD WI I6d AT 4 O.G. STAGGERRED PREDRILL HOLES FOR CONNECTOR SCREWS DRAG STf2UT Sheet No S RAFTER OR TRUSS —EN. FLOOR SI- ITH'G.- 2 X SOLID BLKG. WI SIMPSON 'LS50' EN. —1/2' SHTHG WI 10d AT 4 O.G. EDGES, BLOCK EDGES. SEE SIH'WALL SCHEDULE FOR ADDITIONAL INFO 2 X STUD WALL STRUCTURAL CE I L ING SOLID BLK'G. SIMPSON 'LS50' MAY SUBSTITUTE FOR 'LTPS' JOIST SFIEARWALL APA -RATED SHEATHING JO IST/Si-1E AIRWAL END OF 2x4 t DRAG STRUT T I I i SOLID BLKG EA. SIDE 5' -0' AWAY FROM END OF DRAG STRUT BM. CONNECTOR SEE PLAN FOR SIZE. INSTALL WI EQUAL LENGTH TO DRAG STRUT AND WALL. Architecture Engineering. Inc O Copynght 1993 Job No 7000 ga tier SOLE PLATE NAILING SEE SCHEDULE FLOOR 1 FRAMING I 4 CONT HORIZ.•� .1 AT TOP 4 BOTTOM 11 I I 11 CONC. STEM WALL NOizMAL JOISTS THIS DETAIL ALWAYS APPLIES. (12) I6d-' 3- T/F ?N WALL B E YOND AT PRON DE I HK— WALL EINF T/FTCx EDGE NAIL SIDE WALL SI-ITI-1'G TO 4x6 STUD LJ.. '1 I, 1 MIN. PLY WIDTH 1 I, EA. SIDE I' 10' 7,...,, I 1 1 I I /1 I I I 1 1 i 17 11. 11 II 11 •II 11 II II •II II 1I 11 U 4' -0" 'SPA RATED SHEATHING FASTENED TO MUDSILL PLATE 'd DOWELS 48' O.C. (MINIMUM) SIMPSON IISTC2S" EA. SIDE (4- TOTAL) 0 4 HAIRPIN EAR •1-4 8" CONCRETE WALL WI (2)'4 DOWELS EA. END UNDER SHEARWALL (2) •4 X I -0 •1 12" SO. CONT FTC. W/ (2) 'dT 24" x 48 "X12" FTG. 4' -0" r W/ (3)04 CENTERED BELOW RAISED STEMWALL GARAGE -FRAME DETAIL Project Structural Details By RF Location Pacific Northwest Date 1/2007 EDGE NAIL (EN) SIMPSON 'LS50" ANCHOR (NOT REQ'D IF SHTH'G EXTENDS CONT TO MUDSILL W /OUT ANY JOINTS) EDGE NAIL (EN) A6 x 1" EMS. AB's W/2 X2 X3/16 PLATE WASHERS OR SIMP 'BP 5 -2' NOTE EXTEND GARAGE DOOR HEADER OVER ENDUJALL. HEADER WIDTH TO MATCH WALL WIDTH NAIL SHEATHING TO HEADER W/ O.I48 "0 x 2 F RI-I. P-NAILS 3 O.G. BOTH WAYS 4x6 STUD EA. END W/ ADD'L 2x NAILER COMER WI 16d 6 CA A(E APA -RATED SHTH'G FROM A SINGLE SHEET DOTH SIDES WI 0.148"0 F RI-1. P -NAILS INTO 4x6 W/ (2) ROWS AT 2" oc. EXTEND PL•IUD THRU CORNER SEE DET 14 6X SOLID BLOCKING AT SHEATHING SPLICE SIMPSON 'PI-IDS 4x6 PLATES W/ (2) 5/8 "0X12' SIMP 'BP%11,5' WASHERS (2) ROWS OF NAILS AT 1 1/2' STAGGERED TO MUDSILL SIMPSON 'LTP4" EA. END' J -BOLTS AT 5" o.c. WI 2 -3 n (4)I0d•3 O.C— PLYWOOD DECK SHEATHING rr IF FLOOR JOIST SYSTEM, PROVIDE f1 2 X BLOCKING .11 12 O.G. W/ (3) 1 t 1Od TOENAILS 7 iI TO PLATE CONC. STEM WALL 0 fi A ALLE.L JOISTS PONYWALLS 4 -0" AND TALLER MUST SE APPROVE BY ENGINEER OTHERWISE OK THIS DETAIL ALWAYS APPLIES. 11 I :1 fl •fl I: I• •1 I :P0I4 n •r'PE '51-;EA •$REDUIREIIENT6 f I •r 0 4 CONT HORIZ T 4 S al, x 1" EMS. AB's W/ 2 2 X 3/16 i! PLATE WASHERS OR SIMP 'BP 5/5 -2' II 0 4 DOUJELS 45' O.C. VE ALL IIN.) "PA RATED SHEATI -ING. Sheet No A --4 SOLE PLATE NAILING EDGE NAIL (EN) SIMPSON "L550" AT SAME SPACING AS 'LTPS EDGE NAIL (EN) I I. uIn II 1111 I I 'li N (I 1111 II iu FI 1i 11 CONCRETE FOUNDATION „II MIN. (2) 2X6 STUDS AT HOLDOUNS EDGE NAIL PLY TO STUDS PROVIDE SOLID WOOD I•IOLDOI.N STUDS SIMPSON HOLDOILN A36 •1-READED ROD WITH SAME DI TER AS ANC O R BOLT :11'10 •SIMPSON II 410 i •4 CONTT 4$ II ll 11 SIMPSON 'CNW' COUPLER 'STAG BOLT '4 DOWELS 48" 0G.-- 1- IOLDOWN FON-T.-WALL Architecture Engineering. Inc. WALL p SOLE PLATE SHEATHING NAILING r SOLID BLK'G. f EDGE NAIL SHEATHING II�� ry —RIM JOIST MAY SUBSTITUTE 'TITU IIIIA11ll��flf MAY SUBSTITUTE JOIST FOR "1-11=5' EDGE NAIL PLY TO HOLDOWN STUDS IF BEAM IS UPTURNED USE 2x6 LEDGER WI I6d AT6'cc• STAGG'RD. SIMPSON 'LTPS' 1 SEE SCHEDULE FOR SPACING 2 X STUD WALL APA -RATED WALL SHEATHING BOUNDARY NAIL CANTILEVER JST LAM. STUDS TOGETHER W/ I6d AT 6 O.C. 1 1 III Y436J TH ROD ��.II .11• II II WI. SIMPSON. 'SET' ADHESIVE. XII: 'L (SPECIAL INSPECTION 11 REQUIRED.BY CODE) Il u :1 1. 11 CONCRETE FOUNDATION• Project: Structural Details Location Pacific Northwest 0 Copyright 1993 lul ANCHOR EMBED DIAMETER DEPTH 5/8' 10' 3/4" I II" 1/8" I 13" HOLDOWN GRADE A36' THREADED ROD SEE SIMPSON CATOLOG FOR DIAMETER 1 I 13 MISSING 1- 4OL1DOUJN 4NC+ -IOR BOUND NAIL ROOF PLYWD TO 2 X 10 LEDGER W/ BEVELED RUN PLY. 1 TOP TO MATCH ROOF SLOPE. CONT TO NAIL LEDGER W EA (2) -I6d E BOTTOM E WALL STUD EA. 2 X 6 BLK'G. (USE 2x 8 BLKG. IF TRUSS ROOF) FOR THIS SECTION OF ROOF BLOCK G g I BOCK PANEL E DGES W 2 X AND BOUNDARIES, 12' O.C. IN FIELD SEE PET .2 SEE PLAN IF PLYWOOD IF BM EXTENDS CEILING IS REQUIRED BELOW CEILING FASTEN RAFTER TO WALL PLATE W/ SIMPSON 'HI' SEE DET I FOR ADD'L INFO 5HEARWALL PLYWD MUST EXTEND DOWN TO BOTTOM WALL PLATE (TYP.) BN. ROOF LEDGER DETAIL APA -RATED WALL SHEATHING (2) -2x OR 4x (REF.TO PLANS) HOLDOWN STRAP WRAP AROUND DBL. JOISTS SIMPSON 'HTS30' EA. SIDE OF DEL. JOISTS (PROVIDE WEB STIFFENDER IF I -JOIST USED) By RF Date 1/2007 Job No 7000 CONT RIM 4 2X BLKG. OR DEL. RIM JST ®1-1OLDOUJN TO RIM JST NAILS BASED ON SHEARWALL REQMTS. BELOW (12) 10d EA. END OF STRAP IF THIS IS A SH'WALL W/ A HOLDOWN, THEN EXTEND SHTH'G THRIJ t EDGE NAIL NOTE. THIS DETAIL IS REQ'D ONLY WHEN TWO _L SHEARWALLS SHARE ONE HOLDOWN. FRAMING AT CORNER SHTHG.--) Sd AT 6 o... AT ALL FRAMING MEMBERS WITHIN, 5 -0' OF EDGE GABLE END TRUSS a EITHER NO JOINT IN PLYWOOD OR FASTEN SH'WALL TO ENDWALL TRUSS WI BLOCKING/RIM FASTENERS SHOWN IN 51-'WALL SCND'L. SH'WALL SEE SH'WALL SCHEDULE FOR NAIL'G REQMTS. 2x4 FLAT AT 24" O.C. IN END -WALL TRUSS 2X VERTICAL BRACE (2) I0d AT 8' O.C. 2x4 BLKG. AT 6 -0' O.G. W/ Sd AT 3 O.G. TRUSS BOTTOM CHORD OR CEILING JOIST (2) I6d EA. TRUSS SOLE PLATE NAILING BOUNDARY NAIL SOLID BLK'G. 2x4 x 8' -0" LATERAL BRACE AT 6 -0' c. c. (6) I6d NAIL: Sheet No 5 SIMPSON 'LS50' MAY SUBSTITUTE JOIST FOR 'LTP5' DBL. JOIST AT EACH END OF WALL OVER DBL. STUDS FASTEN TO RIM JOIST W/ SIMPSON 'LSO' 4x6 OR (2) 2X STUDS I6d AT 6 O.G. HOLDOWN I6d AT 6 O.C. INTO EA. STUD EDGE NAIL HOLDOWN DBL. 2xSOLID BLOCK W/ (2) SIMP 'LS50' TO WALL PLATE 2x6 PLATE W/ I6d AT 12' o.c. TO WALL GYPSUM BOARD DIAPHRAGM WITH 5d COOLER NAILS AT 1' O.C. AT FIRST (4) CEILING MEMBERS AND 2x6 PLATE GABLED ENDUJALL IF "H' EXCEEDS 6 -0' THEN INSTALL 2x4 ON EDGE BEHIND 2x4 FLAT IN END -WALL TRUSS. IF 'H" EXCEEDS 12' -0' USE 2x6 ON EDGE. SEE ABOVE. Architecture Engineering, Inc SHEARWALL7 2x SOLE•IE- SEE SCHDL FOR INFO CUT 1/4 x 4' SLOT N SHTHG. 2x SOLID BLK'G EACH SIDE NEXT TO STRAP -40-ev -„Ao tiP Pre 91 R E�'� '''19 I INTERFLOOR NOLDOUJN I i, groz (2) -2x OR 4x (REF TO PLANS) 1- OLDOWN STRAP (INSTALL STRAP W/ EQUAL LENGTH TO 1 BEAM 4 STUDS. DBL. JOIST OR BEAM (12) 10d EACH END OF STRAP EDGE NAILING 21� SHE ARUJALL FOR TRUSS- FRAMED ROOFS J 1- IOLDOWN DETAIL Project. Structural Details Location. Pacific Northwest cU Copyright 1993 I UNLESS OTHERWISE SPECIFIED,USE (2) SIMPSON "4TS30' EA. END OF BEAM BOUNDARY NAIL SOLID BLKG. SIMPSON 'LTP5' SEE SCHEDULE 'i FOR SPACING sef,_ SOLID WOOD BELOW BEAM EN. SHTHG. TO STUD W/ STRAP (2) 16d INTO TRUSS T4B CHORDS 2x4 AROUND BLKG. PAN. EL PERIMETER 3' DIA VENT HOLES AT I0" O.C. PER IBC 12032 EXTENSION 2x4 FLAT EDGE FRAMING NAILED TO TRUSS VERTICAL W/ I6d AT 6 O.C. 1/2' PLY SHTH'G, W/ 10d AT 4' O.C. EDGES WALL TOP PLATES I6d AT S' O.C. FROM BLKG. PANEL TO WALL PLATES 2X SOLE IE SEE SCHEDULE FOR INFO L 2 X SOLID BLK'G BELOW ENTIRE LENGTH OF SHEARWALL. ®kOLQWN DETAIL APA -RATED ROOF SHEATHING BOUNDARY NAIL (BN) 2 X SOLID FRIEZE BD \H By RF Date 1/2007 Job No 7000 (2) -2x OR 4x (SEE PLAN) HOLDOWN STRAP (INSTALL WITH EQUAL LENGTH TO BEAM AND STUDS. B.N. DBL. JST OR BEAM 2 X STUD WALL SHEARWALL NAILING SAME AS BELOW SOLID BLK'G. SIMPSON "LS50' MAY SUBSTITUTE FOR "LIPS' CLG. JST. APA -RATED SHEATHING NAIL Sd AT 3 00. INTO EACH SHEAR TRUSS FOR DIAPHRAGM LOAD UP TO 200 PLF OTHERWISE USE 3 O.C. SWEAR TRUSSES EACH DESIGNED FOR DIAPHRAGM SWEAR LOAD SHOWN ON PLANS (TRUSS TO TRANSFER SHEAR FROM TOP TO BOTTOM CHORD) (4) I6d NAILS 2x5 AT 16' O.C. W/ (3) I6d EA. END SWEARWALL SHEAR TRUSS MAY BE ELIMINATED IF SHEARWALL EXTENDS UP TO ROOF SHEATHING. SEE DET *20 FOR INFO. S heet No to SHEARUJALL EXTENSION FOR STICK FRAMED ROOFS UNLESS OTHERWISE, EITHER SWEAR TRANSFER SYSTEM MAY BE USED FASTEN TRUSS TO WALL W/ 'L550' CLIPS SEE SCHEDULE FOR SPACING. @SI-1EARUJAL L EXTENSION Architecture Engineering, Inc 1- IOLDOUJN ABOVE BEAM THIS DETAIL ALWAYS APPLIES. BOLT DECK LEDGER TO RIM JOIST W/ 4 b "e AT IS O.C. AND (2) ROWS I6d AT S" O.C. (USE 2 -5 /S' BOLTS IF JOIST SPAN GREATER THAN "10-0'.) FLOOR JOIST 2X STUD WALL APA -RATED J SHEATHING SEE SCHEDULE FOR NUMBER OF NAILS EA. SIDE SEE SCHEDULE FOR NUMBER OF NAILS EA. SIDE 16d 0 6" O.C: BEAM STRAP SEE FLOOR PLAN 4 X 8 POST SIMP. "MSTC40" EA. END OF HEADER FASTEN TO DBL. STUDS S' SQ X 3/5" BR3 PLATE PEEN THREADS AFTER TIGHTENED I I I I II I x >C Project. Structural Details Location Pacific Northwest Oc Copyright 1993 SIMPSON "H2.5" EA. SIDE HOLDOU.N WI 435 GRADE THREADED ROD TREADED ROD SIMPSON '11STC' WRAP STRAP AROUND HEADER IF NECESSARY FILL CAVITY W/ SOLID WOOD AT HOLDOU.NS I I I -DRILL HOLE I /S" GREATER IN DLA. IN CENTER OF BEAM FOR BOLT it EXTERIOR WALL 2X LEDGER 2X BLKG. AT STRAP IQ I5 "I 2X6 DIA. BRACE W/ (2) 16d EA. JOIST ST6224 STRAP WRAP AROUND BACK CF LEDGER 4 NAIL TO DIAG. BRACE DECK LEDCIER HANDRAIL THIS DETAIL ALWAYS APPLIES. MULTIPULE HOLDOWN STUDS SEE SCHEDULE CUT 1" X 4" SLOT IN PLY. FLOOR SHTHG FOR STRAP NOTCH 4X8 FOR 3" BEAM BEARING SIMPSON "PHD2" WI 5/8" X 8" EXP BOLT CONCRETE FTG. 4 X 12 BEAM AAA\AAAAA A\ 51- IEARUJALL POST CONN. SIMPSON ABU" POST BASE OR ELEVATED "EPB' IF SLAB OR USE BASE CONN. SHOUN IN DETAIL 30 DBL. 2X MEMBER OR 4X MEMBER RIM JOIST la X 3' X 6" X 0' -S" STEEL ANGLE II II DOUBLE 2X JOIST BEAM 2X SPACED CEDAR PERPENDICULAR WALL PLYWOOD SHEATHING OVER WALL STUDS By RI Date 1/2007 Job No 7000 4 1,2 4 S/S 4 THROUGH BOLTS W/ NUTS AND I DIA. X 3/16' WASHERS. EA. SIDE. 4X6 CEDAR NEWELL CCNN. TO RIM JOIST (6) I6d 2 NAILS AT THE TOP MIDDLE, 4 BOTTOM CONNECT WALLS TOGETHER BY FIRS NAILING END 2x4 TO CHANNEL W/ (9116d THEN INSTALL ADDITIONAL 2x4 AGANST.IT AND NAIL W/ (5) 16d EDGE NAIL (EN.) TO END 2x4 (5) 16d THIS DETAIL ALWAYS APPLIES. L-P-1 BEAM UNLESS NOTED OTHERWISE, USE SIMPSON' PC' POST CAP (USE "EPC' AT ENDS OF BEAM) PRESSURE TREATED WOOD POST /CONCRETE SLAB CONC. FTG. h 25 PORCI /DECK FOST CONN\I. Sheet No EDGE NAIL 2 51EARUJALL- EXT IUALL CONN. Natie/e/ Architecture Engineering, Inc BOUNDARY NAIL (BN.) 2 X SOLID J FRIEZE BD NAIL WALL SHTHG.--- TO EA. INOLDOWN STUD W/ I0d 6 FOR 2 -STORY CONDITION, USE 'MSTC2S' STRAP DIRECTLY BELOW GIRDER -TRUSS TIEDOWN ABOVE RECOMMEND USING 'DRY' LUMBER RIM JOIST 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 JO ISTS NAIL SHTHG TO GIRDER TRUSS WI Sd AT 6 O.C. CONNECTOR SEE PLAN FOR SIZE. INSTALL WI EQUAL LENGTH TO WALL AND BLOCKING. THIS DETAIL ALWAYS APPLIES. (2) aAYS c- 4: SC LID ELKG W/ (2) 16d EA. END /r Project. Structural Details Location Pacific Northwest 0 Copyright 1993 SIMPSON 'LGT' TIEDOWN AT EA. GIRDER TRUSS NOTE. THIS DETAIL NOT REQ'D IF TRUSS MFG. CALCS SHOW LESS THAN I000« NET UPLIFT FORCE AT GIRDER TRUSS REACTION. IF SO THEN USE (2) 'H2ST' TIES MULTIPLE 2X STUDS (SAME NUMBER AS TRUSSES) (4) I0d EA. BLK FLOOR JOISTS 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 I0d AT 6 OC. C IIRDER -TRUSS CONN RE- ENTRANT CORNER FASTEN CLG. TO BLKG. W/ DRYWALL SCREWS AT 4 O.G. 31 UJALL- TO- GEIL'Cs CONN FULL -HGT WALL PANEL APA -RATED SHTHG. FILLER ON SIDE OF BM. EDGE NAIL (EN.) NAIL FULL -HGT STUD TO SEAM WI (2) ROWS I6d AT 3 O.C. STAG'RD EDGE NAIL (EN.) WALL TOP PLATES 2 X STUDS W/ I6d AT 5' O.G. STAGGERED NAIL WALL SHTHG TO F.H. STUDS WI 10d AT 6 O.G. SUPPORT POST TO BEAR ON FELT EDGE NAIL (EN.) 11 WHEN PANEL IS 11 24 29' WIDE, 1.1 l y PROVIDE LIPS' e_ EACH END AT SASE 151'1-T0-WALL CONN EXTERIOR VIEW 30" FELT MOISTURE BARRIER OVER 5000 PSI NON- SHRINK GROUT (THK mudslil) CONCRETE FOUNDATION I By RF Date 1/2007 Job No 7000 I NOTE: (4) 2x6 LAM. WI 16d AT 5' O.C. EQUALS A 6x6 SUPPORT POST POST- TO-FDN CONN EDGE NAIL AROUND OPENING PERFORATED/ \WALL DESICsNATION I. Sheet No Shn /N7-6 TIE WALLTOP PLATES TOGETHER W/ MSTC40 STRAP STOP RIM JOIST EA. SIDE OF BM FASTEN TO F.H. STUD W/ (2) I0d TN. FULL -HGT STUD EA. SIDE OF BEAM BEAM TO SEAR ON ON FULL AREA OF 2X STUDS LAMINATED W/ I6d AT 12' O.C. 1- IOLDOU.N EA. SIDE USE HDSA UNLESS NOTED OTHERWISE P T MUDSILL STOP AT GROUT S/540 EXP BOLT WI 4 1/2 MIN. EMBED PANEL WIDTH EDGE NAIL (EN.) RIM JOIST SEE SCH'DL FOR 'LIPS' SPACING 32 PERFORATED WALL NAILING J THIS DETAIL ALWAYS APPLIES. BEAM Architecture Engineering, Inc [l T/ WALL IL/ SEE PLAN 1 "H" (4 -2 MAX) T/ WALL SEE PLAN I___ 1 T/ FOOTING SEE PLAN I 1 I I W TI FOOTING I I I .i IL sakA, (3) 0 4 CONT T4B FOUNDATION STEP THIS DETAIL ALWAYS APPLIES. HD ANCHOR! EMBED DIAMETER I DEPTH 5/8' I 10" 3/4" I II" 1/8" I 13" ADD'L BARS IF —i SPECIFIED ON PLANS 35, S+— IEARUJALL AT SLAE3 :FACTORY GLUED BRG. BLOCK COLUMN CAP SEE PLAN FOR TYPE I 2' -0" MN. j THIS DETAIL ALWAYS APPLIES. 1.1" 2 I' -6 MN. MN. N./ 4 -0' MIN. 18' UN.O. Project Shearwall Schedule Location Pacific Northwest Copyright 1993 APA RATED SHEATHING. 5/5" 0 AB• OR 5/8"4' EXP BOLTS (5' MN. EMBEDMT) AT 1- IOLDOWNS, USE (A36) TI- TREADED ROD W/ SIMPSON 'SET" ADHESIVE. (SPECIAL INSPECTION RECUIRED BY CODE) i I I• HOLES MUST 6E SPACED AT LEAST 18' APART STEMWALL FOOTING UNDISTURBED EARTH MATCH FOOTING 2. REINFORCING AND TIES 1' -0' FOOTING DEPTH (HD EMBEDMENT DEPTH 4 USE 14' (MIN) DEPTH ACCEPTABLE AREA TO DRILL MAX 2 3/4' DIAMETER HOLE. HOLES MUST BE AT LEAST 3 -0" FROM SUPPORTS 4 MIDSPAN 3' -o" AND IN THE MIDDLE THIRD "O F THE BEAM DEPTH. GsLULAM —BEAM PENETRATIONS THIS DETAIL ALWAYS APPLIES. 2X6 FLAT WI I6d EA TRUSS ad 6 O.G. OVE WRA ZING TRUSSES OR 2X FRAMING EXTEND ROOF SHTHG DOLLN TO BLKG. PREFAB TRUSSES OR 2X FRAMING THIS DETAIL ALWAYS APPLIES. 4 -BAYS OF 4X BLKG. APA -RATED FLOOR SHEATHING 0 0 IF RAFTER IS LESS THAN 12" FROM 51-1EARWALL, THEN BLOCK (2) BAYS m 4 0 By RF Date 1/2007 Job No 7000 IF SHEARWALL I FALLS DIRECTLY I BELOW A RAFTER I THEN USE PET. 3 3 -0" TX BLKCs. AT 32 OC. w/ (2) I6d EA. END EA. SIDE OF SI- !'WALL CEILING JOIST STUD WALL Sheet No ROOF OVERFRAMING 2X STUD WALL 10d 4 OC. 7 °F SIMPSON "PHDS" I•IOLDOW'N EA. END WI 5/8" DIA (A36) THRD ROD BUTTERFL""r DRAG STRUT RECOMMEND BUILDING BI•IEARWALL 3/16 SHORT TO ALLOW FOR VERTICAL SHRINKAGE OF RAFTER£ ad AT 3" OC. 8d AT 6 00. ROOF SMTHG. ROOF SHTG ESN. APA -RATED SHEATHING W/ ad 6 EDGES 4 12" FIELD 16d a EA TRUSS 2X SOLID BLKG. RAFTERS SHEARUALL TO MATCH BELOW NAIL BLKG. TO STUD SHEARWALL 51— IEARUJALL EXTENSION l( >H PREPARED BY Client Loco Calculation By C_mment L M E{ E A M A .N A L Suntel Design Ti ard, Oregon SUNTEL DESIGN `rMHILL REVISION l6' GAR6Or DR HDR BEAM AND LOAD DIAGRAM P1 I S MIMMIMMMORIMEMMIMMIMMIMMIMMMIMM Nln Reacticn R1 5, 16) 0 lbs Reaction R2 5,16() 0 lbs Tctal load 1() 020 0 lbs Dimensi:ns Clear span 16 feet, no Pint loads. P1 2,O(0 0 lbs at 8 0 feet No triangular lo.-'ads UnifDrm beam weight= 20 lbs /if C lbs total) Uni f rm loads 01 500 0 l bs/ l f at C 0 feet i s 16 f feet Deflection limit (live l:ad plus dead Toad) 1/210 BEAM TYPE LAM F GLULAM COMPUTED STRESS TRAIN DESIGN JAL PROPERTIES REQUIRED ACTUAL Shear (lbs) S 160 0 FY 165 0 Area, i.'S In Moment 'ft-lbs) 24,640 0 FB 2,400.0 Sect.Mrdulus ,a Dflectic�n (in) 0 8n E 90E6 Nom Inertia Actual Ma imam Deflecti C? B( inches Ma imuM Deflection occurs at 8 0 feet Ma imam Moment Jccurs at S n feat Size Factor 1 000 MINIMUM BEAM SIZE (W MINIMUM BEAM AREA (Sq In 61 55 47 .1. 7=6 G: 123* 740 DETERMINING FACTOR I► 1.12 r'° 9=0 1 c 1 S/ X /3% c?1A A- 77 )'F.7 SE4. ;1 C.: W ES 0fliAIN:W tue.. e ES4 SE ILJT ,sa4- wnwT Fw se ,so oT ek -7 ,14 u_T seb 0 EE BC aw ee c p'i peep s T 7.?:''' E TT TwT u:T:aT,I..e3 EPE- 7 j: ,n5 Et- lin: S I, .1. _.r spe: ,LJT_Id N Mor—LESEEELLT"Thoomr-2137EMELIMEE A 1 E s_PEdE 'SE Eu ew C.1 _k'EcE nd 1 E'T! a4uns ift ESC? W I E U:T 1 E- it: e_:T d ueTT r1' 4 r e H g OH PREPARED BY Suntel Design Tigard, Oreq_ Client SUNTEL DESIGN Prc.je :t YAMHILL PLAN L :cati_'n BEAM AT NOOk• Calculati:n By L M C mmjen t B E A M A N A L Y S I S BEAM AND LOAD DIAGRAM P1 rii <ii iii ii iii iii Iii iii R1 R. Reacti'_n R1 2,303 2 lbs React.i:n R2 3,6 S lbs T_ital 1 _gad 5,985 lbs Dimensi :'ns Clear span 3 fjeet, no overhang Point l _'ads P1 1 300 o lbs at 5 0 feet No triangular lmads Unit'rm beam weight= 15 lbs /if 135 lbs total) Unifprm loads U2 7 50 t) lbs /lf at 4 Cs feet tc 3 t) feet U1 .71) lbs /lf at 0 0 feet to 4 t) Feet Defle_ti :n limit live 1_am' plus dead 1nad) 1 /3St_ B=mM T (PE LAM 24 F GLULAM COMPUTED STRESS STRAIN DESIGN 'AL PROPERTIES REQUIRED ACTUAL Shear (lbs) 3, 875 8 F 165 Area Sq I n 30 48 M_mjen'b (ft -lbs) 8 580 0 F8 2,40) Sect M 'duius 40 58 Deflecti_n (in) t) 0m> E 1 80E5 Mom Inertia 208 SUS* Actual Ma imum DeflectiDn Do inches Ma imum Defle:ti:n =_ura at 4 5 feet Ma imum M_'ment occurs at 5 u feet MINIMUM BEAM SIZE (W Hr �¢r tD 1 MINIMUM BEAM AREA Sq In 48 48 6 c *'X 7' PREPARED BY [.lient Project L:caticn Calculation By C:imment Suntel Design Tigard, Oregon SUNTEL DESIGN YAMHILL REVISION L M No pint loads Nc triangular 1 UnifLrm beam weight= Uniform loads U1 BFAM ANALYSIS BEAM AND LOAD DIAGRAM ��D0��00�0��0000000 mmnsmma�mmmmmmmmm�m Reactirn R1 587 5 lbs Total load 5,175 d lbs Dimensi:ns- Clear span wmmn*mn« .mmWIIMmnM! R1 P Reartion RC ,,587 5 lbs o 9 feet, no overhang 15 lbs/lf in lbs t tal) 56o V lbs/lf at 0 0 feet t- DeflectiLn limit (live l:ad plus dead load) 1/Jb0 o feet BEAM TYPE WOOD FIR/LARCH GX #1 LOMPUTED STRESS/STRAIN DESIGN VAL PROPERTIE REQUIRED ACTUAL Sher (lbs) 2.,587 5 FV 85 0 Area Sq In 1G Moment (ft-lbs) 5,821 D FB 1,150 0 Sect Modulus 5: Deflectipn (in) 0 38 E 1 b0E6 Mum Inertia 176 Actual Maximum Deflecti n 20 inches Maximum Deflectipn )ccurs at 1 5 feet Maximum Moment JcL/os at 4 5 feet, MINIMUM BEAM SIZF (W x H) MINIMUM BEAM ARFA (Sq In 45 56 46* 63 4.bx_ 10H PREPARED BY Client Project Locat``" Calculation By L n Comment BEAM ANALYSIS Suntel Design n SUNTEL DESIGN YAMHILL REVISION PM UNDER LEFT DORMER WALL BEAM AND LOAD DIAGRAM �0�N000�00�0��0�00 mmmmm�mmmmmmmmmmmmmmm Reacticn R1 2, o lbs Reacticn Ri 2,075 0 lbs Total l 4 150 0 lbs Dimensicns �lear span 1u u feet, no overhang No point lDads Nc triangular lc ads Unif:,rm Beam weight= 15 lbs/lf 150 lbs tctal) Unif:rm lDads 01 400 0 lbs/lf at 0 o feet t: 10 0 feet Deflection limit (live lDad plus dead load) 1/240 BEAM TYPE WOOD FIR/LARCH 6X #1 COMPUTED STRESS/STRAIN DESIGN VAL PROPERTIES REQUIRED ACTUAL Shear (lbs) 2,075 0 FV 35 0 Area (Sq In MDment /ft-lbs` 5,187 5 FB 1 J50.V Sect.Modulus 46 Deflection (in) 0 50 E l 6VE6 Mom Inertia 116 Actual Ma imum eflecti:n o 06 inches Maximum Deflection pccurs at 5 0 feet Maximum Moment occurs at 5 0 feet MINIMUM BEAM SIZE (W H) MINIMUM BEAM AREA (Sq In 33 01 46* 164 1)H 6 PREPARED BY Client Pr L�cat``n CaIculatiDn tly Comment Shear (lbs) Moment (ft-lbs) Deflection (in) Suntel Design n SUNTEL DESIGN Y�MHILL REVISION RM UNDER LEFT BONUS RM WALL L r� B EAM ANALYSIS BEAM AND LOAD DIAGRAM mmmmmmmmmmmmmmmmmmmmm 1,275 0 FV D5 0 Area (So In J 187 5 FB 1,000,0 Sect.MDdulus So E l 70E6 Mom Inertia Reac ipn R1 1 7 75 0 lbs Reacti:n R2 1,275 0 lbs T:tal 1:ad lbs DimensiDns Clear span 10 0 feet, no cverhang No point loads. Nc loads Uniform beam weight= 15 lbs lf 1 50 lbs tctal) Uniform loads 01 24( 0 lbs/lf at 0 0 feet to 10 0 feet Deflecticn limit (live l:ad plus dead load) 1/240 BEAM TYPE WOOD FIR/LARCH 4X #1 COMPUTED STRESS/STRAIN DESIGN VAL PROPERTIES REQUIRED ACTUAL Actual Max mum D eflecti n 0 22 i h s Maximum ax mum De lectDn occurs at 5 0 �ee� Maximum Mcment ccurs at 5 0 teet MINIMUM BEAM AREA (Sq In 28 34 20 .28 38* 1 "7" 10H PREPARED BY Client Project L ica €.t n Calculation i`y Comment L 1'i B E A M A N A L Y S I S Suntel Design Tigard, OreU SUNTEL DESIGN YAMHILL REVISION MAIN GARAGE BEAM BEAM AND LOAD DIAGRAM P 1 P: IIIIII IIIIIIIII IIIIII IIIIIIIII IIIIII IIIIIIIII I =IIII IIIIIIIII IIIIti =III III U 111 1 Ih.il 4i i!f!; itf P. I I i,,. .11 R1 Ri Reaction R1 6,945 4 lbs Reaction R2 6,:23 6 lbs T_ to l l _;ad 13 0 lbs Dimensi:'ns L1ear span 13 C) feet, no cverhang P :int 1 =ads P1 1,200 a lbs at 8 0 feet P2 1., 000 00 0 lbs at 10 0 feet No triangular l:'ads Unif:rm 6eam weicht= 25 lbs /if 475 lbs t:tal) Unif:rm lcfads El 50o ii .lbs /if at 0 0 feet t: 13 0 feet Deflecticn limit (live lcad plus dead load) 1/240 BEAM TYPE LAM -4 F GLULAM COMPUTED STRESS /STRAIN DESIGN VAL PROPERTIFS REQUIRED ACTUAL Shear (lbs) 6,945 4 FV 165 0 Area (Sq In Moment (ft -lbs) 84,803 9 FB 2,400.0 5ecL.M .f ?f1s Deflecti_n (in) 0 3s E SOE6 Mom Inertia Actual Ma imum Defle :ti 'n 0 94 inches Ma imum Deflecticn occurs at 9 5 feet Maximum Moment c curs at 10 U feet Size Fact:- 0 980 MINIMUM SEAM SIZE (W x H) DETERMINING FACTOR 1 53 1 4 1 MINIMUM BEAM AREA (Sq In 70 83 74 178* 1,280 l0H PREPARED BY Client Project Lzcaf` Calculatipn 6y Cumment Shear 'lbs) Moment (ft-lbs) Deflecticn (in) BEAM ANALYSI Suntel n si n SUFTEL DESILIN OreQcn YAMHILL REVISION p'MAnARF DR HDR L M BEAM AND LOAD DIAGRAM 00��0�00U0000�0�0 mwmmmmmmummmmmmmw Reaction, R1 860 0 lbs ReactiDn R2 860 0 lbs Tctal lDad 1.720 0 lbs Dimensicns Clear span 8 V feet, no Dverhang No point lcads. No triangular lc ads Uniform beam weight= 15 lbs lf 120 lbs total) Unif:rm loads 01 200 0 lbs/lf at 0 0 feet to 8 o feet Deflection limit live load plus dead load) 1/24o BEAM TYPE WOOD FIR/LARCH 4X #1 COMPUTED STRESS/STRAIN DESIGN VAL PROPERTIES REQUIRED ACTUAL 860 0 FV 95 0 Area (Sq In 1,72) J FB 1,000.) Sect.Modulus 0 40 E 70E6 Mom Inertia Actual Maximum Deflection 0 inches Maximum DeflectiDn Dccurs at 4 feet Ma imum Moment cccurs at 4 0 feet MINIMUM BEAM SIZE (W H) MINIMUM BEAM AREA (Sq In 20 82 X|0 1.%F~ 21* 61