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HomeMy WebLinkAbout216 Juniper Ln Technical - BuildingTECHNICAL Permit U 3 Address a 1(0 Son 'T e-v' Project description Date the permit was finaled 05- 23- 08 Number of technical pages \,ex„) S;nis \eS toe $d I PLAT 3695 FOR Suntel Home Design In return for payment of a one-time fee, e udiP/v Architecture Engineering, Inc. grants you a imuted license to use the Analysis to construct one -smgle house a the address shown below This lateral analysis is not to be used for any master plan approval process. Site Location. 216 Juniper Lane, Port Angeles, WA. Only Copyright: 9786 A'1M c NOTICE. If the Buildmg Department accepts the Analysis without an engineer's ongmal "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 m 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 AFTER December 2007 w 124 ds l lO i un p er Lake Q1- $a OAktiAree■ 5 7,3-0 Designs Engineering, Inc �A ",ERA ANALYSIS LIABILITY LIMITATIONS OWNERSHIP OF DOCUMENTS Project. Waverly By RF Sheet No File #3695 100D -D2 WA Date 6/200.) Client Suntel Home Design Job No 1844 ANALYZE BUILDING FOR ONLY WIND SEISMIC FORCES according to the 2003 INTERNATIONAL BUILDING CODE WIND ANALYSIS FOR EXPOSURE oe,o. 3 -sec Gust) SEISMIC ANALYSIS FOR ZONE D2 Zd/4/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 observations nor soils investigations performed by FDE 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 pane and contains an oriOinal engleer'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 onginal engineer's wet -stamp issued from FDE Designs Engineering, Inc NI X 10• NUJ II 11111111 ""ppmpnnpuwu"mnyupm I Hid 11 IIII" wed r� Num NUN M 11111111113111111111111111111111111111111111111111111111 1 11111111 1111111111111111111111111111 I III�I�11111111111111111! 1!IIIIII!111!11! 111111! 111111���II111111I1111I1111111111I11 IN no Iil 11111 1111 !I111111111111I1111111111111111111' 11 IIII11111111 {IIf111111111IIII1111111111111N II .1.,111!11 III I Il II lll{ II liii II III! armors' t1L_L_ riiiimp a '111111 I I i ll r .I,,II� CO* ROOFING OVER ONE LATER I5. ASF DARE OVER f!1" COX PILP WIG 1 111111 I 111 I 111 111111111 11111 111111 1111111 11111 111 111111 11 1 11 11 11 I IIII II! II II I II 1 04 11 1 1 01 1 I Il;: y. :;:�;;;,�I;.;;;;y;���.;i �I II III I 1111 IIIIIIIIIIIIIII11111II111111111111I11111111111iIi411. 1111111 II1 1 111 111� 11 11 ,,,,11'11'�111 IIII 11111 I I 111111 1 I C l I 1I j II 1 111111 11 1. flll� 4 I' I. 1I L l Iu Ill lL- J_1_1_1J�L 11i u. 111111 I. k ,1111 M MI f 111111 �u 11nur•i iliu1 s= w. Mill' I 1111ff Tim Project. Waverly File #3695- 100D -D2 -WA Client: Suntel Home Design By RF Date 6 /2005 Job No 1844 r- ',Asp VTIV, VT Vl__ VV�VTIcV 1871ELE_L1 2111;"_ EL. LIb E Sheet No 0 /Ito ILL, APP INWK n Designs Engineering, Inc SCALE. I/S I -0' SCALE I /S' I -O' Project: Waverly File #3695- 100D -D2 WA Client: Suntel Home Design By RF Date 6/2005 Job No 1844 EVA CD' Sheet No l,o B CD II .00 4 TE 1 $RP�I�fT 4BG VE f {-1OLDOU,N BELO1, TC ROf7F SHEArTHINIS 1 1 II 11 SPACE ROOF SHTHG FAS RS AT 6 O.C. AT ALL INTERMEDIATE FRAMING MEMBERS EACH IDE OF EACH RIDGE, HIP AND WITHIN A 5 -0' WIDE NAILING ZON AROUND THE ENTIRE PERIMETER OF THE HOUSE (NAILING ZONE WIDTH STARTS AT EDGE OF ROOF) I 1 I I 11 1 I I I 1 I I I L X7 FASTEN EA. TRUSS TO TOP WALL PLATE W/ SIMP 'I-16 EA. STUD TO TOP WALL WI SIMP 'SP2 l i I CD1CD MSTC40 EA. SIDE OF PORCH. FASTEN BEAM TO SOLID WALL BLOCKING Cl- IMNEY DESIGNED Si OTHERS n fro C: CID 0\ Lit X C CD b' L...) ac Y g Designs Engineenng, Inc 'M. Lit L. 0 Project Waverly File 43695 100D-D2 WA Client. Suntel Home Design 4N1 Adlivan, By RF Date 6/2005 Job No 1844 Sheet No 5 1 Designs Engmeenng, Inc /Th Project Waverly File #3695-100D-D2-WA Client Suntel Home Design L L v By RF Sheet No Date 6/200 Job No 1844 4 Y1 La 7■■• _r '1 6 1 T #1- iii (cn Designs Engineering, Inc 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 Project. Waverly File #3695- 100D -D2 WA Client. Suntel Home Design Zone Horizontal Pressure SIDE WALLS 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 1844 Reference 2003 IBC Figure 1609 6.2 1 Projected Area Aa• =85 Ab 0 Ac 420 Ad 0 Zone Horizontal Pressure Projected Area sq ft. sq ft. sq ft. sq ft. A Pa 17 8 psf Aa 85 sq ft. B Pb 12.2 psf Ab 30 sq ft. C Pc 14.2 psf Ac 620 sq ft. D Pd 9 8 psf Ad 260 sq ft. W Y I (Pa Aa Pb Ab Pc Ac Pd Ad) W 2.13 x 10 pounds Sheet No 7 /1 to W Y I (Pa Aa Pb-Ab Pc Ac Pd Ad) W 1.2 x 10 pounds Distribute wind force to roof and second floor level FRw1 Y I (0 5 Pa Aa 1 0 Pb Ab 0 5 Pc Ac 1 0 Pd Ad) FRw1 6 02 x 10 lbs F2w1 Y I (0 5 Pa Aa 1 0 Pb-Ab 0 5 Pc Ac 1 0 Pd Ad) F2w1 6 02 x 10 lbs 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 9 67 x 10 lbs F2w2 Y I (0 7 Pa Aa 0 0 Pb•Ab 0 7 Pc Ac 0 0 Pd Ad) F2w2 1 16 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 Windows 10 psf (Average) Aroof 1500 it ^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) 1 4•R Distribute Seismic Shears D Mroof h2 M2 hl FRe Mroof h2 E D M2 hl F2e D Project. Waverly File #3695- 100D -D2 -WA Client: Suntel Home Design By RF Date 6/2005 Job No 1844 Aroofwall 700ft ^2 A2wall 1400 ft^2 A 1 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 E 1 3 x 10 pounds D= 117x10 FRe 8 67 x 10 pounds F2e 4 35 x 10 pounds Sheet No 8 L' Designs Engineering, Inc Project: Waverly File #3695- 100D -D2 -WA Cheat Suntel Home Design By RF Date 6/2005 Job No 1844 Sheet No to 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 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 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) 133# per nail 2 6 nails per foot Net spacing for shear and uplift 2 4" o c Rim foist 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 "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 elate nailing and LTP5 clips at 24" o c Project. Waverly By RF Sheet No File #3695- 100D -D2 WA Date 6/2005 le)/ Designs Engineering, Inc Client: Suntel Home Design. Job No 1844 (1 1� RI 400" FRe 2950" HOLDOWN Pu 3100" S 4 -0' P.5.W. Segment ELEUATIO\I OF IDEfRFOIRATED S.-IAiRUJALL WALL HEIGHT 8' -0' Percent Full- Height 5heathing 10% 20% 30% 40% 50% 60e 10% 50% Perforated Shear Wall EAI RESISTANCE 4DJUST1" IE 4 -0' A P.S.W. Segment MAXIMUM OPENING HEIGHT RATIO AND WEIGHT H/3 H/2 2H/3 24/6 H 2' -8' 4/ -0' 5 -4 5 -8 5 -0' Shear Resistance Adjustment Factor 1.0 0.69 0.53 043 0.35 1.0 011 o.56 045 0.38 1.0 014 0.59 049 042 1.0 011 0.53 0.53 045 1.0 I 0.50 0.51 I 0.51 0.50 1.0 I 0.83 011 I 0.63 0.56 .0 I 0.51 011 I 0.69 0.63 .0 I 0.91 0.53 I 011 011 4 \T FACTOR Designs Engmeenng, Inc. INVESTIGATE UPPER- FLOOR SIH[EARWALLS. Line "A" Rear Walls Line "C" Front Walls Project. Waverly File #3695- 100D -D2 -WA Client. Suntel Home Design Summation of full- height walls lengths L 33 ft. Total length of brace wall line TL 48 ft. full height sheathing S L 100 S 68 75 percent TL Diaghragm stress v 0 5 FR v 90.36 plf TL Shearwall stress v 0 5 FR v 164.29 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 749 33 pounds Use Type "B" Shearwall w/ no holdowns Summation of full- height walls lengths Total length of brace wall line full- height sheathing S L 100 S 105.26 percent TL Diaghragm stress v 0 5 F v 228.28 plf TL Shearwall stress v 1 7s 0 5 FRe v 379 51 plf (Seismic) L Uplift for shearwall length L1 2 ft. (worst case) Pu =v8— 5 WdLI —R1 Use Type "C" Shearwall w/ MSTC52 holdowns By RF Date 6/2005 Job No 1844 L• =20 ft. TL 19 ft. T Sheet No I Weight Wd 110 plf R1 400 Pu 2 53 x 10 pounds E Project. Waverly By RF Sheet No File 43695 100D -D2 -WA Date 6/2005 1 Z Designs Engineering, Inc Client: Suntel Home Design Job No 1844 1 t. INVESTIGATE UPPER -FLOOR SHEARWALLS. Line I Walls Summation of full height walls lengths Total length of brace wall line Line 2 Walls full height sheathing S L 100 TL Diaghragm stress v 0.2 FR TL Shearwall stress v 0.2 FR L Uplift for shearwall length Ll 15 ft. (worst case) Pu• =v8— 5WdLI —R1 Use Tvoe "B" Shearwall w/ no holdowns Uplift for shearwall length L1 1 (worst case) Pu =v 12— 5 WdL1 —R1 Use Tvne "B" Shearwall w/ MSTC40 holdowns L =16 ft. TL 17 ft. S 94 12 percent v 113 82 plf v 120 93 plf Weight Wd 110 plf R1 400 Pu —257 53 pounds Summation of full- height walls lengths L 24 ft. Total length of brace wall line TL 27 ft. full height sheathing S L 100 S 88 89 percent TL Diaghragm stress v 0 5 F v 179 16 plf TL Shearwall stress v 0 5 FR v 201 56 plf L Weight Wd 110 plf R1 400 Pu 1 41 x 10 pounds Designs Engineering, Inc INVESTIGATE UPPER FLOOR SHEARWALLS. Project. Waverly File #3695 100D -D2 WA Client: Suntel Home Design Line 3 Walls Summation of full height walls lengths Total length of brace wall line full height sheathing S L 100 S 100 percent TL Diagh.ragm stress v 0 35 FR v 141 09 plf TL Shearwall stress v 0 35 FR L Uplift for shearwall length L1 23 ft. (worst case) Pu• =v8— 5 WdLI —R1 Use Tvoe "B" Shearwall w/ no holdowns By RF Date 6 /2005 Job No 1844 L 24 ft. TL 24 ft. v 141 09 plf Weight Wd 110 plf Rl 400 Pu 536.29 pounds Sheet No 13 l I L Designs Engineering, Inc Project Waverly File #3695- 100D -D2 WA Client: Suntel Home Design INVESTIGATE LOWER FLOOR SHEARWALLS. Rear Walls Line A Front Walls Line B Summation of full height walls lengths Total length of brace wall line full height sheathing S L 100 TL F2w1 Diaghragm stress v 0.3 TL 0 5 FRwl 0 5 F2w1 Rim /blocking stress v TL 1 75 (0 5 FRe 0 5 F2e) v L Seismic Shearwall stress w/ wall aspect ratio penalty Shearwall stress 0 5 FRe 0 5 F2e v L Uplift for shearwall length L1 2 (worst case) Pu• =v9— 5WdLl —R1 Summation of full height walls lengths Total length of brace wall line full- height sheathing S Diaghragm stress .f 0 Rim /blocking stress Seismic Shearwall stress w/ wall aspect ratio penalty Shearwall stress v L Uplift for shearwall length L1 2 (worst case) Pu =v9— 5 WdLI —R1 L ft. ft 100 TL F2w1 TL 5 FRwl 0 5 F2w1 TL 1 75 (0 5 FRe 0 5 F2e) 0 5 FRe 0 5 F2e By RF Date 6/2005 Job No 1844 L•= 18 ft. TL 35 ft. S 51 43 percent v 51 59 plf Weight Wd 110 plf R1 400 Pu 2 75 x 10 pounds Tyne "C" Shearwall AND Tyne "D" Shearwall at narrow width walls w/ 1-JT1:22 hoidowi L =14 ft. TL 45 ft. v 171 97 plf v 633.33 plf v 361 9 plf S 31 11 percent v 40 13 plf v= 13376 plf v 814.29 plf v 465.31 plf Weight Wd 110 plf R1 400 Pu 3 68 x 10 pounds Use Tyne "E" Shearwall w/ PHD6 holdowns AND Garaee Frame Detail Sheet No Designs Engineering, Inc Line 1 Project. Waverly File #3695- 100D -D2 -WA Client Suntel Home Design INVESTIGATE LOWER -FLOOR SHEARWALLS. Summation of full height walls lengths L 26 ft. Total length of brace wall line TL 25 ft. full height sheathing S L 100 S 104 percent TL F2w2 Diaghragrn stress v 0.25 TL v 116.27 plf 0.2 FRw2 0.25 F2w2 Rim/blocking stress v v 193 67 plf TL 0.2 FRw2 0.25 F2w2 Shearwall stress v v 186.22 plf L Weight Wd 110 plf Uplift for shearwall length L1 25 ft. (worst case) Rl 400 Pu v 9 5 Wd L1 R1 Pu —99 01 pounds Tvne "B" Shearwalls w/ no holdowns Line 2 Summation of full- height walls lengths L 25 ft. Total length of brace wall line TL 19 ft. full height sheathing S L 100 S 131 58 percent TL F2w2 Diaghragm stress v 0.25 TL v 152 99 plf 0 5 FRw2 0 5 F2w2 TL Rini/blocking stress v Shearwall stress v 0 5 FRw2 0 5 F2w2 L Uplift for shearwall length L1 8 ft. (worst case) Pu =v9— 5 WdLI —Rl Type "C" Shearwalls w/ HTT22 holdowns By RF Date 6/2005 Job No 1844 Sheet No 16 Ito v 560 58 plf v 426 04 plf Weight Wd 110 plf R1 400 Pu 2.99 x 10 pounds Designs Engineering, Inc INVESTIGATE LOWER -FLOOR SHEARWALLS. Line 3 Project. WaVerly File #3695- 100D -D2 -WA Client. Suntel Home Design Summation of full- height walls lengths L 24 ft. Total length of brace wall line TL 28 ft. full- height sheathing S TL 100 S 85 71 percent F2w2 Diaghragni stress v 0 35 v 145 34 plf TL 0 35 FRw2 0 35 F2w2 TL Rim/blocking stress v Shearwall stress v Uplift for shearwall length LI 11 ft. (worst case) Pu v 9 5 Wd L1 R1 Tyne "C" Shearwalls w/ HTT22 holdowns 0 35 FRw2 0 35 F2w2 0 89 L By RF Sheet No Date 6/2005 Job No 1844 1 v 266.27 plf v 349 05 plf Weight Wd 110 plf R1 400 Pu 2 14 x 10 pounds Architecture Engineering, Inc DRAWING NOTES U El 0 13 0 10 Project. Structural Notes Location Pacific Northwest Copyright 1993 OWNERSHIP OF DOCUMENTS 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 G�+ T SIMPPON 'HU" TYPE BEAM HANGER SIMPSON GLB' TYPE BEAM HANGER DESIGNATES GRID LINE DESIGNATES DETAIL MARK DESIGNATES SHEARWALL TYPE DESIGNATES HOLDOWN TYPE (SEE SHEAR SCHEDULE) //C 4. PERFORATED SHEARWALL SEE DETAIL #30 1 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 (2) STUDS UNDER BEAM CONTINUOUS DOWN TO FOUNDATION. By RF Date 1/2007 Job No 7000 DOUBLE FLOOR JOISTS. NAIL FLOOR SHEATHING TO EACH JOIST WITH (2) ROWS 10d COMMON NAILS AT 6' 0.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 Sheet No Architecture Engineering. Inc S EAIRUJALL SC EDULE MARK WALL COVER FASTENERS 5/6 G.W.B 6GA STAPLE'S RATED SHT'G 0.131'4 x 2 0.148 "4 x 2 /C\ 1/16" A.P.A. 0.131 "4 x 2 RATED SHT'G 0.145 "4, x 2144" F RN. P -NAIL AX 1/16" A"P.A. RATED SHT'G /E\ 1/16 A.P.A. RATED 5IHT'G EACH SIDE 1/16 A.P.A. RATED SHT'G EACH SIDE 1- 4OLDOUJN SCNWDULE "X" DESIGNATES SIMPSON .PRODUCT MARKS HOLDOWN I FASTENERS NO e HOLDOWN REQUIRED "CMSTI2" (43) 166 SINKER \\4` e -0 "LONG NAILS AT EACH END 'MSTC40' 'MSTC52 "MSTG66" (34) 166 SINKER NAILS AT EACH END A "P1-117-5" -OR SIMPSON '1DU -4 "I- ITT22" -OR- SIMPSON "HDU -5 SIMPSON 'PHD6 1 1DU -5" -OR 'HDQ -S" 6d WALLBD NAIL OR 1 'W' 4 '6 SCREW 0.148 "4 x 2 FULL ROUND- HEAD P -NAIL, 0.148'4 X 2 FULL ROUND- HEAD P- NAIL 0.148'4 x 2 FULL ROUND- HEAD P-NAIL, (15) 166 SINKER NAILS AT EACH END (24) 166 SINKER NAILS AT EACH END 'SSTB24 'SSTB24 'SSTB2S 'SSTB2S 3" O.C. STAGRD 4" O.C. 2" O.C. STAGRD SIMPSON (15)(16) SIMPSON 'SSTB2S s 'HDU Il' or 4 HER HHDQII n HEAVY HEX NUT (15)(16) 1" DIA. (A36) GALV ROD EMBED S INTO HHDQ14 12 THK. x 21" WIDE 10' -0' LONG FTG. DESIGNATES SHEAR PANEL AND HOLDOWN TYPE. A DESIGNATES APPROXIMATE HOLDOWN LOCATION Project. Structural Details Location Pacific Nbrthvwest Copyright 1993 e PANEL INTERM. SOLE (9) EDGES STUDS PLATE 4" O.C. 4" O.C. 16d4 8 oc O.G. 16d€ 3 oc O.C. 12 O.C. STAGRD 6" O.C. 3" O.C. 12" O.C. 16dg 2 "oc 4" O.C. STAGRD 12 O.C, 16de31 /2 STAGRD 12" O.C. *de 2 06 STAGRD 12 O.C. 16de 1 oc NOTES STAGRD BLOCKING/ (9) si "4 x 1" RIM JOIST EMB. ABs 166 TOENAILS AT S O.0 B5 RF Date 1/2007 Job No 7000 45 D.C. 1 1/2 LONG x 1/16 WIDE STAPLES W/ CROWNS PARALLEL W/ FRAM'G. DBL. STUDSBLKG. AT (5) ADJOINING PANEL EDGES WI 166 AT 4" 0.0 DBL. STUDS /BLKG. AT (5) ADJOINING PANEL EDGES W /1661 AT4 0.0 DBL. STUDSBLKG. (a)( ADJOIN'G PANEL EDGES WI 166 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 "4' 45" 06 45 O.G. (3) "LTP5' 24" oc 16" O.C. (3) "LTP5 16" oc 10" O.C. (3) 'LIPS le 10' oc 15" 0.0 'LIPS 'e (3) 6" 06 12 O.0 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 (106 GALV BOX NAILS MAY SUBSTITUTE FOR 0.1464 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. WI I6d 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/ 166 AT 6 o.c. 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 S. 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. 11. WALLS WITH PLYWOOD ON EACH SIDE SHALL OFFSET PLYWOOD EDGE JOINTS ON ONE SIDE OF THE SHEARWALL FROM THOSE ON THE OTHER EXTEND PLYWOOD T' TOUGH CORNER AS SHOWN IN DETAIL 14 TO ACHIEVE MINIMUM 51-kii, .izWALL WIDTH SHOWN ON PLANS 12 SHEARWALLS WITH Ob crzDRIVEN NAILS PENETRATING SURFACE BY MORE THAN 1/8" WILL BE REQ.IRED TO BE 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 WI 16 AT 5 O.C. AND STUDS 16" o.c.. PLATES SHALL LAP A MINIMUM 4 -0' 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 10' -0' PAST HOLDOWNS 16 FASTEN TO (4) 2x6 FULL -HGT STUDS FASTEN EACH STUD TOGETHER W/ (2) ROWS 16d AT 6 O.C. STAGGERED EDGE NAIL WALL PLY TO EA. STUD IN SHADED AREAS FASTEN S1-1T1-1G. AT 4" O.C. AT BOUNDARIES OF SHADED AREA AND PANEL EDGES. BLOCK PANEL EDGES W/ 2 NOMINAL FLAT BLOCKING. USE Sd COMMON NAILS FOR ROOF.AND l0d AT FLOORS /CLGS. USE 5/S 055 OR PLY S1-111-1G. AT CEILINGS REFERENCES TO SEE NOTES ABOVE Sheet No ALL PANEL EDGES MUST BE BLOCKED REMARKS 1 -12 -01 Architecture Engineering, Inc APA -RATED ROOF SHEATHING BOUNDARY NAIL (BN.) 2 X SOLID FRIEZE BD 2 X STUD WALL ED SIMPSON 'LTPS' SEE SCHEDULE FOR SPACING SHEARWALL EXTEND WALL SHTHG DOWN TO TOP WALL PLATE 4 EN. EDGE NAIL (EN) SEE NOTE BELOW PLY SPLICE PT. EDGE NAILING SIMPSON 'LTPS' RECOMMEND USING 'DRY' LUMBER RIM JOIST OR 'LSL RIM BOARD TO MINIMIZE SUCKLING OF SHEATHING I• ROOF FE I1" ETE THIS DETAIL ALWAYS APPLIES. 10cl 4 O.C. 8 I i SIMPSON 4-41' TIE AT EACH RAFTER ALONG ENTIRE PERIMETER NOTE: '1- II0 -2' MAY SUBSTITUTE FOR 'HI' NOTE. SIMP 4-12.5' 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 SHEATHING JOIST 1 I---2 X BLOCK'G EA. SIDE m 45' SIMPSON 'LS50' MAY SUBSTITUTE FOR 'LTPS' APA -RATED SHEATHING JO IST /S-- 1EAIRWALL SOLE PLATE NAILING SEE SCHDE FOR INFO (4) 10d EA. BLK. FLOOR JOISTS 2 X BLOCKING AT 6 -0' O.CW /(3)I0d TOENAILS TO PLATE 2 X STUD WALL APA -RATED SHEATHING 0 PARALLEL JOISTS THIS DETAIL ALWAYS APPLIES. Project. Stthctural Details Location Pacific Northwest Q Copyright 1993 APA -RATED ROOF SHEATHING ad 4 O.C. 2X6 FLAT BLK'G WI 16d e 4 O.C. INTO WALL IL' O SI-EARWALL PLYWOOD SHEATHING 10d e 4 O.C. END OF 2X WALL 1 16d a 8 "o.c. SOLID BLK'G. f J SIMPSON LTPS SEE SCHEDULE FOR SPACING END OF 2x4 4 DRAG STRUT i By RF Date 1/2007 Job No 7000 2" RAFTER OR TRUSS —EN. FLOOR SHTH'G. 2 X SOLID BLKG. W/ SIMPSON 'LS50' 2X BLKG. WI 16d AT 6 O.C. EN. —1/2 SHTHG W/ I0d AT 4 O.C. EDGES, BLOCK EDGES. SEE SH'WALL SCHEDULE FOR ADDITIONAL INFO 2 X STUD WALL STRUCTURAL CE IL INC->: 10d m 6 O.C. AT FLOOR AT DSCR, PROVIDE 2x4 x 5 -0' LONG NA -ED BOTTOM41•lORD .:1/ V'd 4T 4 O.C. STAGGERFREP PREDRILLHOLES FOR CONNECTOR SCREWS T DR,4C� STRUT Sheet No A-S SOLID BLK'G. SIMPSON 'LS50' MAY SUBSTITUTE FOR 'LTPS' JOIST SHEARWALL APA -RATED SHEATHING JO I ST/SHE ARWALL SOLID BLKG EA. SIDE AWAY FROM END OF DRAG STRUT CONNECTOR SEE PLAN FOR SIZE. INSTALL WI EQUAL LENGTH TO DRAG STRUT AND WALL. Ti FYG. le/t/ Architecture Engineering Inc =c= WALL REINF SOLE PLATE NAILING SEE SCHEDULE FLOOR t I I FRAMING 1I •4 CONT HORIZ.- 11' AT TOP 4 BOTTOM i I I II '11 11 CONC. STEM WALL y r J i- T/FON WALL SEff oND PROVIDE 18" F•9C— AT EN OF NORMAL JOIST THIS DETAIL ALWAYS APPLIES. EDGE NAIL SIDE WALL SHTH'G TO 4x6 STUD I. 1 I_ )'•.4 (12) 16d-` 411 I, I MIN. PLY WIDTH I I, EA. SIDE I' 10' •,r II U 4 -0" Project Structural Details Location Pacific Northwest Qc Copyright 1993 "PA RATED SHEATHIWaFASTENED TO MUDSILL PLATE EDGE NAIL (EN) SIMPSON 'LS50" ANCHOR (NOT REQ'D IF SHTH'G EXTENDS CONT TO MUDSILL W /OUT ANY JOINTS) EDGE NAIL (EN) eV x 1" EMS. ABb W/ 2 X 1 X 3/16 PLATE WASHERS OR SIMP "BP 5/8 -2" •4 DOWELS 48' O.C. (MINIMUM) SIMPSON "MSTC28" EA. SIDE (4- TOTAL) GARAGE -FRAME DETAIL NOTE EXTEND GARAGE DOOR HEADER OVER ENDWALL. HEADER WIDTH TO MATCH WALL WIDTH NAIL SHEATHING TO HEADER WI 0.148 x 2 F RH. P -NAILS 3 O.C. BOTH WAYS 4x6 STUD EA. END W/ ADD'L 2X NAILER CORNER W/ 16d 6 GARACIE r 1 SIMPSON 'PHD6 1 4x6 PLATES W/ (2) 5/8 "4X12" J -BOLTS AT 5" o.c. W/ SIMP 'BPlyaS' WASHERS APA -RATED 5HTH'G FROM A SINGLE SHEET BOTH ..SIDES WI 0.I48" 4 F RH. P -NAILS INTO 4x6 W/ (2) ROWS AT 2' oc. EXTEND F'LYWD THRU CORNER SEE DET 14 6X SOLID BLOCKING AT SHEATHING SPLICE (2) ROWS OF NAILS AT 1 1/2" STAGGERED TO MUDSILL SIMPSON 'LTP4' E4. END" •4 HAIRPN BAR 1 2 -3 n 8" CONCRETE WALL W/ (2) 0 4 DOWELS EA. END UNDER SHEARWALL 4 (2) •4 X 1 -6 5 0 I 12" SQ. CONT FTG. W/ (2) •4 T 4 5 24" x 48" X 12" FTG. W/ (3) •4 CENTERED BELOW RAISED STEMWALL (4) I0• 3 O.C. PLYWOOD DECK SHEATHING By RF Date 1/2007 Job No 7000 IF FLOOR JOIST L SYSTEM, PROVIDE Ili 2 X BLOCKING Ail 12 O.C. W/ (3) it'' 10d TOENAILS 11 TO PLATE 11 Il CONC. STEM WALL l "PA RATED SHEATHING. SOLE PLATE NAILING EDGE NAIL (EN) SIMPSON "L$50" AT SAME SPACING AS 'LTPS EDGE NAIL (EN) •d cONT HORIZ T 1 5 41,"4 x 1" EMB. AB'e W/2 X2 X3/16 PLATE WASHERS OR 511 BP 5/8 -2' 0 4 DOWELS 48 O.G. PARALLEL JOISTS THIS DETAIL ALWAYS APPLIES. PONYWALLS 4' -0' AND TALLER MUST BE APPROVE BY ENGINEER OTHERWISE OK •fl I' •1 1 :PONYIlj TO T"rT sPEA •REG .IIREI" LENTS VE ALL N.) MIN. (2) 2X5 STUDS AT HOLDOII.NS EDGE NAIL PLY TO STUDS PROVIDE SOLID WOOD HOLDOUN STUDS II I Sheet Na A SIMPSON HOLDOILN 436 ••'HREADED ROD WITH SAME DI TER AS ANC OR BOLT SIMPSON 'CNW' COUP LLF In 11 II ry Ij-- 'SIMPSON '5TAS' BOLT 1 fill II --4 "4 CONT T 4 8 II nn II INIMIJMJ •II, II Il n I. II II I1 C FOUNDATION I 64 DOWELS•48 "0.C.-/' 1-4 OLDOWN FON -rWALL V-O Architecture Engineering, Inc EDGE NAIL PLY TO HOLDOWN STUDS (2) -2 X 6 BLOCK'G WALL SHEATHING EDGE NAIL SHEATHING RUN PLY. CONT TO BOTTOM FE IF BEAM IS UPTURNED USE 2x6 LEDGER WI I6d AT6'cc STAGG'RD. II SIMPSON 'LIPS" SEE SCHEDULE FOR SPACING 2 X STUD WALL APA -RATED WALL SHEATHING RIM JOIST JOIST l LAM. STUDS TOGETHER W/ 16d AT 6 O.C. fl CONCRETE FOUNDATION' SEE PLAN IF PLYWOOD SEE DET '2 CEILING IS REQUIRED IF BM EXTENDS BELOW CEILING FASTEN RAFTER TO WALL PLATE W/ SIMPSON 'HI" SEE DET I FOR ADD'L INFO. SOLE PLATE NAILING BOUNDARY NAIL 1 -50L ID BLK'G. CANTILEVER JST '(A36) THREADED: ROD W/ SIMPSON. !SET! ADHESIVE. (SPECIAL. INSPECTION Reim II2ED.BY CODE) 15 ROOF LEDC R DETAIL Protect: Structural ,Details Location. Pacific Northwest 0 Copyright 1993 SIMPSON 'LS50' MAY SUBSTITUTE FOR 'LTPS' ANCHOR EMBED DIAMETER 1 DEPTH 5/8' 1 10' 3/4" I II" 1/8" I 13" HOLDOWN GRADE A36' THREADED ROD SEE SIMPSON CATOLOG FOR DIAMETER MISSING I— IOLDOWN NCI-401R BOUND NAIL ROOF PLY‘?Y; 2 X 10 LEDGER W/ BL Y!�• .C: TOP TO MATCH ROOF _L.,:7P NAIL LEDGER W/ (2) -I6d E, WALL STUD 4 EA. 2 X 6 BLK'G. (USE 2x S BLKG. IF TRUSS ROOF) FOR THIS SECTION OF ROOF BLOCK PANEL EDGES W/ 2 X 4 FLAT NAIL Sd 4 O.C. EDGES AND BOUNDARIES, I2' O.C. IN FIELD. SHEARI1ALL PLYWD MUST EXTEND DOWN TO BOTTOM WALL PLATE rTY\ APA -RATED WALL SHEATHING (2) -2x OR dx (REF TO PLANS) HOLDOUN STRAP WRAP AROUND DEL. JOISTS SIMPSON HTS3(b' EA. SIDE OF DBL. JOISTS (PROVIDE WEB STIFFENDER IF I -JOIST USED) Sd AT 6' o.c. AT ALL FRAMING MEMBERS WITHIN 5'-0' OF EDGE GABLE END TRUSS NAILS BASED ON SHEARWALL r REQMTS. BELOW EITHER NO JOINT IN PLYWOOD OR FASTEN SH'WALL TO ENDWALL TRUSS WI BLOCKING/RIM FASTENERS SHOWN IN 51-1'WALL SCHD'L. SH'WALL SEE SH'WALL SCHEDULE FOR NAIL'G REQMTS. By RF Date 1/2007 Job No 7000 CONT RIM 4 2X BLKG. OR DEL. RIM JST (12) I0d EA. END OF STRAP IF THIS IS A SH'WALL W/ A HOLDOWN, THEN EXTEND SINTH'G TI IRU 4 EDGE NAIL NOTE. THIS DETAIL IS REQ'D ONLY WHEN TWO SHEARWALLS SHARE ONE HOLDOUN. SOLE PLATE NAILING BOUNDARY NAIL FOOLID BLK'G. 12� 1•- IOLDOUJN TO RIM JST FRAMING AT CORNER 2x4 FLAT AT 24 O.C. IN END -WALL TRUSS 2X VERTICAL BRACE (2)10c1 AT 8" O .C. 2x4 BLKG. AT 6 -0' O.C. W/ Sd AT 3 O.C. TRUSS BOTTOM CHORD OR CEILING JOIST (2) 16d EA. TRUSS 2x4 x 8' -0' LATERAL BRACE AT 6 -0' o.c. (6) 16d NAIL Sheet No 5 SIMPSON 'LS50' MAY SUBSTITUTE JOIST FOR 'LTPS' 4x6 OR (2) 2X STUDS I6d AT 6 O.C. EDGE NAIL DBL. 2xSOLID BLOCK WI (2) SIMP 'LS50' TO WALL PLATE 2x6 PLATE W/ 16d AT 12" o.c. TO WALL DEL. JOIST AT EACH END OF WALL OVER DEL. STUDS FASTEN TO RIM JOIST W/ SIMPSON 'L'30' GYPSUM BOARD DIAPHRAGM WITH 501 COOLER NAILS AT O.C. AT FIRST (4) CEILING MEMBERS AND 2x6 PLATE 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. HOLDOWN I6d AT 6' O.C. INTO EA. STUD GABLED ENDUJALL E Architecture Engineering, Inc. 1= to ol- ii I gt 17 INTERFLOOR NOLDOWN SHEARWALL (2)-2x OR 4x (REF. TO PLANS) 2x 50LE 1E SEE SCHDL FOR INFO CUT 1/4 x4' SLOT IN SHTHG. 2x SOLID BLK'G EACH SIDE NEXT TO STRAP ROOF TRUSS I HOLDOUN STRAP (INSTALL STRAP W/ EQUAL LENGTH TO SEAM 4 STUDS. DEL. JOIST OR BEAM (12)10c1 EACH END OF STRAP 14OLDOWN DETAIL EDGE NAILING FOR TRUSS- FRAMED ROOFS Project. Structural Details Location Pacific Northwest 0 Copyright 1993 ci. UNLESS OTHERWISE SPECIFIED,USE (2) SIMPSON '1-ITS30' EA. END OF BEAM BOUNDARY NAIL SOLID BLK'G. SIMPSON 'LTFS' 1,7- SEE SCHEDULE FOR SPACING r BELOW BEAM SOLID WOOD EN, SHTHG. TO STUD W/ STRAP (2) I6d INTO TRUSS T45 CHORDS 2x4 AROUND BLKG. PAN I EL PERIMETER 3' PIA VENT HOLES AT 10' O.G. PER IBC 1203.2 2x4 FLAT EDGE FRAMING NAILED TO TRUSS VERTICAL WI I6d AT 6' 00. 1/2' PLY SHTH'G, WI 10d AT 4' O.C, EDGES E— WALL TOP PLATES 16d AT S' OC. FROM BLKG. PANEL TO WALL PLATES Q SNEARW4LL EXTENSION 2 X SOLE fE SEE SCHEDULE FOR INFO APA -RATED ROOF SHEATHING BOUNDARY 7 NAIL (EN) 2XSOLID FRIEZE BD By RF Date 1/2007 Job No 7000 (2) -2x OR dx (SEE PLAN) L 2 SOLID BLK'G BELOW ENTIRE LENGTH OF SI-EARWALL. ®1-4OL1OLUN DETAIL HOLDOWN STRAP (INSTALL W171.4 EQUAL LENGTH TO BEAM AND STUDS. EN. DEL. JST OR BEAM 2 x STUD WALL SHEARWALL NAILING SAME AS BELOW SOLID ELKYs. SIMPSON 'L550' MAY SUBSTITUTE FOR 'LIPS' CLG. JST APA -RATED SHEATHING Sheet No SNEARWALL EXTENSION FOR STICK FRAMED ROOFS NAIL Sd AT 3 OC. INTO EACH SHEAR TRUSS FOR DIAPHRAGM LOAD UP TO 200 PLF OTHERUIPF USE 3 O.C. UNLESS SPECIFIED OTHERWISE, EITHER SWEAR 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) I6d NAILS 2x8 AT 16' O.G. WI (3) I6d EA. END FASTEN TRUSS TO WAL W/ 'LS50' CLIPS SEE SCHEDULE FOR SPACING.r SHEARWALL SWEAR TRUSS MAY BE ELIMINATED IF SHEARWALL EXTENDS UP TO ROOF SHEATHING, SEE DET *20 FOR INFO. 22 Si- IEARWALL EXTENSION Architecture Engineering, Inc T BOLT DECK LEDGER TO RIM JOIST WI "4 AT 16' O.C. AND (2) ROWS 16d AT 8" O.C. (USE 2 -6/8" BOLTS IF JOIST SPAN GREATER THAN I0' -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 SIMP. 'TISTC40" EA. END OF HEADER FASTEN TO DBL. STUDS 1 I�1 I•.. I APA- RATED SHEATHING I x r IX II H it II r' IOLDOLUN ABOVE BEAM THIS DETAIL ALWAYS APPLIES. 16d 0 6" MULTIPULE HOLDOWN STUDS SEE SCHEDULE Project. Structural Details Location Pacific Northwest Q Copyright 1993 HOLDOUIN W/ 436 GRADE THREADED ROD TREADED ROD SIMPBON "MSTC' WRAP STRAP AROUND HEADER IF NECESSARY FILL CAVITY WI SOLID WOOD AT WOLDOIINS P �I -0RILL HOLE 1/8" GREATER IN DIA. IN CENTER OF BEAM FOR BOLT S' SO X 3/8" BR3 PLATE PEEN THREADS AFTER TIGHTENED EXTERIOR WALL 2X LEDGER 2X BLKG. AT STRAP j IC 1� 2X6 DIA. BRACE W/ (2)16W EA. JOIST ST6224 STRAP WRAP AROUND BACK OF LEDGER 4 NAIL TO DIAG. BRACE DECK. LEDGER I- IANDRAIL CONN. THIS DETAIL ALWAYS APPLIES. CUT 1" X 4" SLOT IN PLY. FLOOR SHTHG FOR STRAP SIMPSON "1-12.5 EA. SIDE 4 X 12 BEAM NOTCH 4X8 FOR 3" BEAM BEARING SIMPSON "PHD2" W/ 5/8" X 8" EXP BOLT CONCRETE FTG. 2� 51- IEA:UJALL POST CONN. SIMPSON ABU" POST BASE OR ELEVATED "EPB' IF SLAB OR USE BASE CONK. SWAIN IN DETAIL 30 'i'ORCl /DECK, POST CONN 2X SPACED CEDAR 1 DBL. 2X MEMBER OR 4X MEMBER RIM JOIST '4 X 3 X 6" X O' -9" STEEL ANGLE 'DI 11 11 DOUBLE 2X JOIST BEAM PERPENDICULAR WALL CONNECT WALLS TOGETHER BY FIRST NAILING END 2x4 TO CHANNEL W/ (5)16c1 THEN INSTALL ADDITIONAL 2x4 AGAINST IT AND NAIL W/ (6)16d PLYWOOD SHEATHING OVER WALL STUDS By RF Date 1 /2007 Job No 7000 4 1 2 4 E /8 "0 THROUGH BOLTS W/ NUTS AND I DIA X 3/16" WASHERS. EA. SIDE. 4X6 CEDAR NEWELL TO RIM JOIST. (6) )6d 2 NAILS AT THE TOP MIDDLE, 4 BOTTOM EDGE NAIL (EN.) TO END 2x4 PRESSURE TREATED WOOD POST I 1 CONC. FTG, LJ (6) I6d THIS DETAIL ALWAYS APPLIES. BEAM UNLESS NOTED OTHERWISE, USE "SIMPSON' PC' POST CAP (USE "EPO" AT ENDS OF BEAM) CONCRETE SLAB Sheet No EDGE NAIL C S1- 4EARUUALL- EXT WALL CONN Architecture Engineering, Inc NAIL 51-ITI -IG TO GIRDER TRUSS W/ ed AT 6 O,C. BOUNDARY NAIL (BN.) 2 X SOLID FRIEZE BD NAIL WALL TO EA. EA. HOLDOWN STUD W /10dm6 FOR 2 -STORY CONDITION, USE 'MSTC28' STRAP DIRECTLY BELOW GIRDER -TRUSS TIEDOU.N ABOVE RECOMMEND USING 'DRY' LUMBER RIM JOIST OR 'LSL RIM BOARD 70 MINIMIZE BUCKLING OF SHEATI4(NG NAIL (16) I2d EACH END TO STUDS ONLY SEE DETAIL "11 TRUSS BOTTOM CHORD OR CEILING JOISTS (2) BAYS OF 4X SOLID BLKG W/ (2) 16d EA, END CONNECTOR SEE PLAN FOR SIZE. INSTALL W/ EQUAL LENGTH TO WALL AND BLOCKING. RE- ENTRANT CORNER Project. Structural Details Location Pacific Northwest 0 Copyright 1993 SIMPSON 'LGT' TIEDOWN AT EA. GIRDER TRUSS NOTE. TI-115 DETAIL NOT REQ'D IF TRUSS MFG. CALCS SHOW LESS THAN 1000" NET UPLIFT FORCE AT GIRDER TRUSS REACTION. IF SO THEN USE (2) 1 1-12.5T' TIES MULTIPLE 2X STUDS (SAME NUMBER AS TRUSSES) (4) 10d EA. BLK FLOOR JOISTS U r y •m 2 X BLOCKING AT 6 -0' OC (3)I0d TOENAILS TO PLATE MULTIPLE 2X STUDS (SAME NUMBER AS TRUSSES) NAIL WALL 51 -ITHG. TO EA. STUD W/ lOd AT 6 00, CIIIRDEIR—TF LISS CONN THIS DETAIL ALWAYS APPLIES, FASTEN CLG. TO BLKCs. W/ DRYWALL SCREWS AT 4 0.C, 31 WALL— 70— GEIL'Gc CONN NAIL FULL -HGT STUD TO SEAM W/ (2) ROWS 16d AT 3 O.0 STAG'RD EDGE NAIL (EN.) FULL -HGT WALL PANEL EDGE NAIL (EN.) APA -RATED 51-1714G. FILLER ON SIDE OF EM. EDGE NAIL (EN.) BEAM WHEN PANEL IS 24 29' WIDE, PROVIDE 'LIPS EACH END AT BASE WALL TOP PLATES 2 X STUDS W/ I6d A7 5' O.C. STAGGERED NAIL WALL SHTHG TO F.H. STUDS W/ IOd AT 6 O.G. SUPPORT POST TO BEAR ON FELT BM— TO—WALL CONN EXTERIOR VIEW 30" FELT MOISTURE BARRIER OVER 5000 PSI NON- SHRINK GROUT (THK s mudalIl) CONCRETE FOUNDATION —.s -r 11 I I 1r FJ 17 By RF Date 1/2007 Job No 7000 POST TO —FDN CONN. PERFORATED/ \WALL DESIGNATION c EDGE NAIL AROUND OPENING THIS DETAIL ALWAYS APPLIES. S heet No TIE WALLTOP PLATES TOGETHER W/ MSTC40 STRAP STOP RIM JOIST EA. SIDE OF BM FASTEN TO F.H. STUD W/ (2) 106 TN. FULL -HGT STUD EA. SIDE OF BEAM BEAM TO BEAR ON ON FULL AREA OF 2X STUDS LAMINATED W/ 16d AT 12' O.C. NOTE: (4) 2x6 LAM. W/ 16cl AT 8 O.C. EQUALS A 6x6 SUPPORT POST HOLDOWN EA. SIDE USE '1-1D5A UNLESS NOTED OTHERWISE PT MUDSILL STOP AT GROUT 5/5 "0 EXP BOLT W/ 4 1/2 MIN. EMBED PANEL WIDTH I RIM JOIST SEE SCH'DL FOR 'LIPS' SPACING 32 FE FOR4TWD WALL NAIL INCA EDGE NAIL (EN.) Architecture Engineering, lnc BEAM I; Ti WALL L/ SEE PLAN (4' -Z' MAX.) aft T/ FOOTING SEE PLAN T/ FOOTING• (3) *4 CONT T4B ADD'L BARS IF SPECIFIED ON PLANS FACTORY GLUED B. BLOCK COLUMN CAP SEE PLAN FOR TYPE o r 4 -0" I [b Ti WALL I I v SEE PLAN I I 1 2' -0" FOUNDATION STEP THIS DETAIL ALWAYS APPLIES. 14D ANCHOR' EMBED DIAMETER DEPTH 5/8" I I0" 3/4" I II" 1/8" I 13" MN. 'H' 2 1' -b MN. MIN. 0 35 5k- 4EARWALL AT SLAB THIS DETAIL ALWAYS APPLIES. o o MIN. THIS DETAIL ALWAYS APPLIES. 4 I8' UN.O 1. APA RATED SHEATHING. T -5/8"4 AS. OR 5/8", EXP BOLTS (5' MN. EMBEDMT) AT HOLDOWNS, USE (A36) THREADED ROD W/ SIMPSON 'SET' ADHESIVE. (SPECIAL INSPECTION REQUIRED BY CODE) a HOLES MUST BE SPACED AT LEAST 18" APART ‘.c FOOTING DEPTH (HD EMBEDMENT DEPTH 4') USE 14' (MIN) DEPTH Project Shearwall Schedule I. ocatton Pacific Northwest Copyright 1993 STEMWALL FOOTING UNDISTURBED EARTH MATCH FOOTING 2c0 REINFORCING AND TIES 2'-0' ACCEPTABLE AREA TO DRILL MAX 2 3/4' DIAMETER HOLE. HOLES MUST BE AT LEAST 3 -0" FROM SUPPORTS 4 MIDSPAN 3' -0' AND IN THE MIDDLE THIRD AND THE BEAM DEPTH. 3 GLULAM- I_'EAM PENETRATIONS OVERFRAMINa TRUSSES OR 2X FRAMING EXTEND ROOF SHTHG DOLLN TO BLKG. PREFAB TRUSSES OR 2X FRAMING 3' -0' ROOF OUERFRAM THIS DETAIL ALWAYS APPLIES. 4 -BAYS OF 4X BLKG. APA -RATED I0d 4' O.C. FLOOR SHEATHING W 0 By. RF Date 1/2007 Job No 7000 IF RAFTER IS LESS THAN 12 "'FROM SHEARWALL,THEN BLOCK (2) BAYS Sheet No Ati STUD WALL BUTTERFL`r DRAG STRUT ROOF SHTG BN. APA -RATED SHEATHING W/ 8d 6 EDGES 4 I2" FIELD Ibd EA TRUSS 2X SOLID HLKG. 2X STUD WALL SIMPSON "P1-1D5" HOLDOLLN EA. END W/ 5/8" DIA (A36) THRD ROD RECOMMEND BUILDING SHEARWALL 3/16" SHORT TO ALLOW FOR VERTICAL SHRINKAGE OF RAFTERS Sd AT 3" CC. r 8d AT6 00. r SHT. RAFTERS SHEARWALL TO MATCH BELOW NAIL BLKG. TO STUD IF SHEARUALL FALLS DIRECTLY BELOW A RAFTER. THEN USE DET. '3 2X BLKG. AT 32" OC. W/ (2) 16d EA. END EA. SIDE OF SH'WALL J CEILING JOIST SEARUJALL EXTENSION SI- IEARUALL Residential engineering Groin LATERAL ANALYSIS BEAM CALCULATIONS EXPIRES: JUNE 5 2009 IF THIS SIGNATURE IS NOT IN COLOR, DO NOT ACCEPT FOR PERMIT SUBMITTAL. PROJECT Plan 1875R/2 October 24, 2007 2006 INTERNATIONAL BUILDING CODE 100 MPH WIND EXPOSURE B K 1 00 SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D /D 1901 Center Street Tacoma, WA 98409 Phone 253 284 -3100 Fax 253 284 -3183 Residential Engineering Group DESIGN LOADS. ROOF DEAD LOADS ROOF LIVE LOADS FLOOR DEAD LOADS FLOOR LIVE LOADS STAIR LIVE LOADS 15 PSF Total 40 PSF (Snow) 15 PSF Total 40 PSF (Reducible) 100 PSF PROJECT 1875R/2 WOODS WOOD TYPE JOISTS OR RAFTERS 2X. -HF #2 BEAMS OR HEADERS 4X 6X OR LARGER -DF #2 LEDGERS AND TOP PLATES- -HF #2 STUDS 2X4 OR 2X6- -HF #2 POSTS 4X4- -HF #2 4X6- -H F #2 6X6- -DF #1 GLUED LAMINATED (GLB) BEAM HEADER. Fb =2,400 PSI Fv =165 PSI Fc (Perp) =650 PSI E =1 800 000 PSI PARALLAM (PSL) 2.0E BEAM HEADER. Fb =2 900 PSI Fv =290 PSI Fc (Perp) =750 PSI E =2 000 000 PSI MICROLAM (LVL) 1 9E BEAM HEADER Fb =2,600 PSI Fv =285 PSI Pc (Perp) =750 PSI E =1 900 000 PSI TIMBERSTRAND (LSL) 1 3E BEAM HEADER, RIM BOARD Fb =1 700 PSI Fv =400 PSI Pc (Perp) =680 PSI E =1 300 000 PSI TRUSSES. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A REGISTERED DESIGN PROFESSIONAL REGISTERED IN THE STATE OF WASHINGTON. TRUSS DESIGNS SHALL COMPLY WITH THE REQUIREMENTS OF IBC 2303.4 SUBMITTAL PACKAGE SHALL COMPLY WITH REQUIREMENTS OF IBC 2303.4 1 4 UNLESS OTHERWISE SPECIFIED BY LOCAL BUILDING OFFICIAL OR STATUTE, TRUSS DESIGNS BEARING THE SEAL AND SIGNATURE OF THE TRUSS DESIGNER SHALL BE AVAILABLE AT TIME OF INSPECTION Residential Engineering Group LLC 1901 Center Street Tacoma WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Designer TRUC NGUYEN Engineering ENGINEERED I JOISTS -FLOOR JOISTS BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN 'EQUAL IS DEFINED AS HAVING MOMENT CAPACITY SHEAR CAPACITY AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS 10/24/2007 Residential Engineering Group LLC 1875R -2.mcd LATERAL ANALYSIS BASED ON 2006 INTERNATIONAL BUILDING CODE (IBC) Lateral Forces will be distributed along lines of Force /Resistance. Lines of Force /Resistance will be investigated for both wind and seismic lateral loads Roof and Floor diaphragms are considered flexible SEISMIC DESIGN SEISMIC DESIGN BASED ON 2006 IBC CHAPTER 16 SECTION 1613 SINGLE FAMII. Y DWELLING LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT ABOVE GRADE. Seismic Design Data. Soils Site Class D (Assumed) Seismic Design Category D /D 1,c 1 0 R t+ S 158 S 1 0 40 F 1 00 F 1.5 W w, Equation 16 -37 Equation 16 -38 Roof Slope Adjustment Factor S Plan Area for Each Level Al 1984ft S 909ft S (Main Roof area) A2 1984ft S 1036ft S (Main Roof area w/ 2nd car side load garage) A3 (Main 10/24/2007 Residential E'gfneernng Coup For Seismic Use Group I occupancy (ASCE 7 -05 Table 11 5 -1) Light Framed Walls w/ Wood Shear Panels (ASCE 7 -05 Table 12.14 -1) Mapped Maximum Considered Earthquake Spectral Response Acceleration Short Period Mapped Maximum Considered Earthquake Spectral Response Acceleration 1- Second Period Site Coefficient based on Site Class S (ASCE 7 -05 Table 11 4.1) Site Coefficient based on Site Class S (ASCE 7 -05 Table 11 4 -2) Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB Stn Ss 1 'a Sm 1 S 1 Fv 1984ft 1312ft S 2 Floor area w/ 3rd car side load garage) A4 1984ft 1 145ft S (Main Floor area w/ 3rd car front load garage) S =06 PROJECT 1875R/2 1.58 Equation 16 -39 Equation 16 -40 1 cos atan -6 6 12 Plan Perimeter for Each Level P1 2(57ft) 2(60ft) (Main Floor) Residential Engineering Group l_LC Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253- 284 -3100 Fax. 253- 284 -3183 Designer TRUC NGUYEN Engineering 2 SDS 3 Stns 2 SDI 3 Sm1 S =112 S P2 2(57ft) 2(65ft) (Main Floor w/ 2nd car side load garage) P3 2(57ft) 2(77ft) (Main Floor w/ 3rd car side load garage) P4 2(66ft) 2(60ft) (Main Floor w/ 3rd car front load garage) l 8 cos atan „12, SDS 1 05 SDI 0 4 S 1.2 1875R 2 mcd Residential En9t gee ring Group Weight of Structure at Each Story Weight at Main Floor w1 25-psf Story Weight at Main Floor w2 25.psf Story Weight at Main Floor w3 25 psf Story Weight at Main Floor w4 25 psf Shear at each Level F 1.0 VIE S DS• w 1) V1E•= S DS w2 )1 V2E [F SDS•(W3)] R [F SDs.(w4)1 V4E R Total Base Shear W w3 10psf 5ft P3 VE F SDS.W\ R Level (A1) 10•psf 5 ft (P1) 2nd car side load garage (A1) 10•psf 5 ft (P2) 3rd car side load garage (A1) 10•psf 5 ft (P3) 3rd car front load garage (Ai) 10•psf 5 ft (P4) VIE 15308 42 lb V2E 15389 451b V3E 15583.91 lb V4E 15454.271b PROJECT 1875R/2 F =1 0 for one -story building F =1 1 for two -story building F =1.2 for three -story building VE 17755 4 lb Equation 12.14 -11 Story Shear at Main Floor Story Shear at Main Floor 2nd car side load garage Story Shear at Main Floor 3nd car side load garage Story Shear at Main Floor @3nd car front load garage 10/24/2007 Residential Engineering Group LLC 1875R 2 mcd 3 Residential Engineering Group LLC 1901 Center Street Tacoma WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN Engineering Weight of floors include weight of floor framing, flooring material insulation and 5psf for miscellaneous partition walls S WIND DESIGN Residential En neenn J Group USE ANALYTICAL PROCEDURE OF ASCE 7 -05 SECTION 6 5 ENCLOSED BUILDING LESS THAN 60 FEET IN HEIGHT WIND EXPOSURE B h 15.25 ft Mean Roof Height as per Sec. 6.2 V.= 100 Wind Speed Miles per Hour (Figure 6 -1). Kd 0 85 Wind Directionality Factor (Table 6 -4). h Ki,• =2.01 Topographic Factor (K (Figure 6 -4). 2 -D Escarpment with building downwind of crest for Exposure B X lft K1 085 K7t (1 K1 K2 K3)2 Li, lft H•= lft K1 0.85 Kh 0.58 K 1 Internal Pressure Coefficients (Figure 6 -5) GC 18 qh 0 00256 Kh K K1 V I qh =12.57 Design Wind Pressures p g g (Equation 6 -18) PROJECT 1875R/2 I 1.0 Important Factor (Table 6 -1). z 1200ft Per Table 6 -2: z 1200ft a 7 0 for Exposure B a 7 00 z 900ft a 9 5 for Exposure C Velocity Pressure Exposure Coefficient (Table 6 -3) x K2 1– z• =h y• =2.5 K2 0 75 Velocity Pressure q Evaluated at Mean Roof Height (h) (Equation 6 -15) 4 y z) Lh K3• Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN Engineering GC 8 Windward Wall GCps1 .8 Windward Wall GC .25 Windward Roof GC .35 Windward Roof GC 6 Leeward Roof GCpS3 –.6 Leeward Roof GC –.5 Leeward Wall GC 46 Leeward Wall K3 0 External Pressure Coefficients w/ Roof Pitch 6/12 (26 6 degrees) Front to Back 8/12 (33 7 degrees) Side to Side Taken from Figure 6 -6 (w/ G =0 85 per Section 6 5 8 1) Front to Back. Side to Side Lfh 42ft Bfl, 57ft Lfl, 0 74 h 0.36 L 57ft B 42ft L„ 1.36 h 0.27 Bfb Lf, Bss Lss 10/24/2007 Residential Engineering Group, LLC 1875R 2 mcd I "I' 1 OW. =NNW MEMO OW. yowar APPPDX GRADE 1.11. IMMO .1.11. 4101•0 MEMO BRDSI 5,10P/AIWA LgFil EOVATICti 12 z lot C64.. BRONT eLgVATION RIGHT ELEVATION tntik N Rocf Ice 2S GAaDE +Yy vs) cAsegigi 1-87"z.--N gag ..II Gird WI i auiP 110011 101100 re R D pD.. niiN Nfnliiiii0iifi�fM1q P �Iiil 111{ '1 �0�011 I N r 1f!'II NNf. S If� %II�f �N�t� IM m r�I r II woos 0 Ile II eeae. ask :1 Residential Ennlneenng Group The Internal Pressures on Windward and Leeward Walls Roofs will offset each other overall building and will therefore be ignored for this application Front to Back. Pfl qh (GCpfi)•Psf P12 qh (GC psf pt3 qh (GCpt3) Pf4 qh (GC psf Ptl 10 051b ft 2 pf2 3141bft Pf3 -7.54 lb ft 2 Pf4 -6.28 lb ft 2 V5W 14782.21 lb PROJECT 1875R12 Windward Wall Windward Roof Leeward Roof Leeward Wall Wind Pressure at Walls Roof 2car front load aaraae (Front to Back). v1 W (pt2 Pt))' (pfl pf4)• Wind Pressure at Walls Roof (a7 2nd car front load aaraae (Side to Side): V2W (Ps2 Ps3) 273 ft kPsi Ps4) 506•ft Wind Pressure at Walls Roof a 2nd car side load aaraae (Side to Side). V3W (Ps2 Ps3)'( 52) ft (psi ps4)•(506 26) ft Wind Pressure at Walls Roof as 3rd car side load aaraae (Side to Side): V4W (Ps2 Ps3) 73) ft (Psi Ps4) (506 51) ft Wind Pressure at Walls Roof a 3rd car front load aaraae (Front to Back): V5W (pc pf3) (388 135) ft (pfl pf4) (486 77) ft Vi W 12082 6 lb V2W 11269 761b V3W 12302 11 lb V4W 12948.59 lb Side to Side Psi qh (GCpsi) psf Ps2 qh (GCps2) psf Ps3 qh (GC psf Ps4 qh (GCps4) psf But not less than 10 psf over the projected vertical plane Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax 253 284 -3183 Designer TRUC NGUYEN Engineering for the lateral design of the psi 10 051bft 2 ps2= 441 bft 2 Ps3 -7.54 lb ft 2 Ps4 -5 78 lb ft 2 V i W 12082.6 lb V2W 11269 76 lb V3W 12302.11 lb V4W 12948.59 lb V5W 14782.21 lb Windward Wall Windward Roof Leeward Roof Leeward Wall 10/24/2007 Residential Engineering Group LLC 1875R 2.mcd C' WALL A. Residential Engineering Group Story Shear due to Wind Bldg Width in direction of Load L 60-ft Shear Wall Length La, (3.8 5 67 4 2)ft La 17 47 ft La 4 1 2 3.8• 9 6 5.67 ft Percent full height sheathing: 7 9.5•ft 100 61.29 Max Opening Height 4ft -Oin, Therefore C 0.83 15.5 ft per IBC Table 2305 3 8.2 Wind Force va V2W L1 L 2 La V2w 11269 76 lb va 204.28 lb ft va 246.12 lb ft C L DLRM WR DLRM 9367.95 lb ft OTM DLRM Holdown Force Net Uplift: HDFa ZN 122 lb CD 1 6 B CD ZN C, B 0 76 ft E Shear Wall Summary: Per Nail C L PROJECT 1875R/2 Overturning Moment on 15.5ft Wall. Plate Height: Pt 9 1 ft L 9.5• ft OTM E L Pt OTM 18477.3 lb ft Dead Load Resisting Overturnina. WR 0 6(15•psf) 17 ft L 0 6•(10•psf) 1Pt L 0 6•(10psf) Oft L Story Shear due to Seismic: V E 15308 42 lb Distance between shear walls: L1 38-ft Seismic Force. p 1 0 E 213 731b ft 1 HDFa 1155.281b Wind Force Seismic Force: B.P. Nailina Spacing A.B. Soacina va 2 46 12 lb ft Ea 257.51 lb ft B 0 76 ft As 5.34 ft C C 16d 8 o.c. 5/8' A.B. 60' o.c. Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax 253 284 -3183 Designer TRUC NGUYEN Engineering E ViE L1 0 7p L t 2 La Ea 1 257.51 lb ft Co P1 -4 7/16' Sheathing w/ 8d nails 4 0 C Wind Capacity 494 plf Seismic Capacity 353 plf Base Plate Nail Soacina (2005 NDS Table11N1 Anchor Bolt Soacina (2005 NDS Table 11E1 16d Common (0 162 "x3 5 Nails 1 1/2' Plate Hem -Fir 5/8' Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860 lb CD 1 6 ZB A CD ZB 1376 lb As ZB Co As 5.34 ft Per Bolt 10/24/2007 Residential Engineering Group LLC 1875R 2 mcd E Holdown Force Holdown Types HDFa 1155.2811) Simspon STHD8RJ WALL B. Story Shear due to Wind Bldg Width in direction of Load L 60-ft Percent full height sheathing Wind Force Residential Engneering Group vb= 164761bft Lb DLRM WR 2 Holdown Force Net Uplift: OTM DLRM HDFb HDFb 112 69 lb Co Lb Base Plate Nail Spacing (2005 NDS Tablet l N) 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1.6 B CD ZN Co Per Nail vb Shear Wall Summary: Wind Force. vb 189.38 Ih ft I Co V2W L1 L2 L 2 vb Lb vb 189.38 lb ft C DLRM 18917.551b ft B 1.03 ft Seismic Force Eb 188.37 lbft Co V2W 11269 761b 16.5 ft 100 =8571 19.25•ft PROJECT 1875R/2 Shear Wall Length. Lb (10.6 3 4 4.8 11 8)ft Lb 34.2 ft Overturnina Moment on 19ft Wall. Plate Height: Pt 9 1 ft Lb 13.5 ft OTM vb•Lb Pt OTM 20241.09 lb ft Dead Load Resistina Overturnina. WR 0.6(15•psf) 17 ft Lb 0 6•(10•psf) 1Pt Lb 0 6.(lOpsf)•Oft Lb Story Shear due to Seismic. Distance between shear walls B.P. Nailina Spacing B 1 03 ft 16d @12' o.c. 5/8' A.B. @72' oc. L1 38-ft L2 22 ft Lb 10.6 +3 +4 +4.8 +11.8 ft (9 1) ,91) Max Opening Height 6ft -8in, Therefore C 0.87 per IBC Table 2305 3 8 2 Seismic Force p 1 0 Eb 163.88 lb ft I C VIE L1 L2 0 7p L 2 Eb Lb, Eb 188.371b ft P1 -6 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Anchor Bolt Spacing (2005 NDS Table 11E) 5/8 Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860 lb CD 1 6 ZB A CD As ZB Co As 7.27 ft Per Bolt vb A.B. Soacina Holdown Force As 7.27 ft HDFb 112 69 lb 10/24/2007 Residential Engineering Group LLC 1875R 2.mcd 1 I Residential Engineering Group LLC' 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Designer TRUC NGUYEN Engineering VIE 15308 421b ZB 13761b Holdown Types NO HOLDOWN WALL C. Wind Force. Residential .eeneermg Group Story Shear due to Wind VI 12082.6 lb Story Shear due to Seismic: VIE 15308 42 lb Bldg Width in direction of Load L 57 ft Distance between shear walls. Li 57 ft Shear Wall Length Lc (6 6.33 5)ft Lc 17.33 ft Lc Lc Percent full height sheathing. 12 ft 100 66 67 Max Opening Height 2ft -Oin Therefore C 1.00 18 ft per IBC Table 2305 3.8.2 vc V1 Li L 2 vc 348 61b ft vc 348 61b ft 1 C Overturning Moment on 18ft Wall. Lc Seismic Force p 1.0 Ec Lc w s Plate Height: Pt 9 1 ft L 12 ft OTM vc L Pt OTM 38067.51 lb ft Dead Load Resisting Overturning: WR 0 6(15.psf) 2 ft L 0 6•(10•psf) 1Pt L 0 6•(10psf) Oft L DLRM WR Lc DLRM 5227.2 lb ft 2 OTM DLRM Holdown Force Net Uplift: HDFc C L Overturning Moment on 5ft Wall. Plate Height: Pt 9 1 ft L 5 ft OTM vc L Pt OTM 15861 46 lb ft Dead Load Resisting Overturning. WR 0 6(15 psf) 2 ft L 0 6.(10•psf) 1Pt L 0 6-(10psf) Oft L L DLRM WR DLRM 907.5 lb ft 2 OTM DLRM Holdown Force Net Uplift: HDFcI C L Base Plate Nail Soacina (2005 NDS Table11N1 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1.6 B CD ZN Co Bp 0.56 ft vc Shear Wall Summary: Wind Force Seismic Force vc 348 6 lb ft 1 E 309 171b ft I C Co Per Nail B 0.56 ft 16d 6' o.c. PROJECT 1875R/2 E 309 171b ft I HDFc 2736.69 lb HDFc1 2990 79 lb vc Ec 309 171b ft Co P1 -4 7/16' Sheathing w/ 8d nails 4 0 C. Wind Capacity 494 plf Seismic Capacity 353 plf Anchor Bolt Soacina (2005 NDS Table 11E) 5/8' Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860 lb CD 1 6 ZB A CD ZB 1376 lb As ZB Co As 3 95 ft Per Bolt B.P. Nailing Sowing A.B. Spacing Holdown Force As 3.95 ft HDFc 2736 69 lb Holdown Tvoes Simspon STHDIORJ 5/8' A.B. 48' o.c HDFc1 2990 79 lb 10/24/2007 Residential Engineering Group LLC 1875R 2.mcd Residential Engineering Group, LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax 253 284 -3183 Designer' TRUC NGUYEN Engineering VIE L1 0 7p L 2 t WALL D: Story Shear due to Wind Bldg Width in direction of Load L 57 ft Shear Wall Length Ld (15 6 75 25.25)ft Ld, 47 ft Ld Ld Percent full height sheathing: 47 ft Max Opening Height 4ft -Oin Therefore C 0.91 100 83.93 per IBC Table 2305 3 8.2 Wind Force vd Residential Er eg6.neering Group V 1 Nr 12082.61b PROJECT 1875R/2 V1 L VIE L1 Lt 2 0 7p L 2 Ld Seismic Force. p 1 0 Ed Ld s vd 128.54 lb ft 1 vd 141.25 lb ft C Overturnina Moment on 56ft Wall. Plate Height: Pt 9 1 ft Ld 47 ft OTM vd•Ld•Pt OTM 54975 83 lb ft Dead Load Resistina Overturnina. WR 06(15psf)2ftLd +06•(10•psf) 1PtLd +06•(lOpsf) Oft Ld Ld DLRM WR 2 Holdown Force Net Uplift: OTM DLRM HDFd C Ld Base Plate Nail Spacing (2005 NDS Table11N1 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 CD ZN C vd B Shear Wall Summary: DLRM 80186 7 lb ft B 1.38 ft HDFd –589 45 lb Per Nail Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel: 253 284 -3100 Fax: 253 284 -3183 Designer* TRUC NGUYEN Engineering Story Shear due to Seismic V1 E 15308 42 lb Distance between shear walls. L1 57 ft Ed 114 lb ft 1 16d 16' o.c. 5/8' A.B. 72' o.c. Ed 125.27 lb ft 1 Co P1 -6 7/16' Sheathing w/ 8d nails 6' 0 C. Wind Capacity 339 plf Seismic Capacity 242 plf Anchor Bolt Spacing (2005 NDS Table 11E) 5/8' Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860•1b CD 1 6 ZB A CD ZB 1376 lb As ZB Co As 9 74 ft Per Bolt vd Wind Force Seismic Force B.P. Nailina Spacing A.B. Spacing Holdown Force Holdown Types. No holdown vd 141.25 lb ft Ed 125.271b ft 1 B 1.38 ft As 9 74 ft HDFd –589 45 lb C C 10/24/2007 Residential Engineering Group LLC 1875R 2 mcd WALL E. Residential Engineering Group LLC Residential PROJECT 1875R/2 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Er>glneerinq Group Designer' TRUC NGUYEN Engineering Story Shear due to Wind VIW 12082.61b Distance between shear walls. L1 20•ft Shear Wall Length Le (8 8.5)ft Le 16.5 ft Le Le Percent full height sheathing 16.5 ft' 100 76 74 Max Opening Height 2ft-Oin Therefore C 1 00 21.5 ft, per IBC Table 2305 3.8 2 Bldg Width in direction of Load Wind Force ve VI W L1 L 2 Le L 57 ft ve 128 47 lb ft 1 ve 128 47 lb ft C Overturnina Moment on 21.5ft Wall. Plate Height: Pt 9 1 ft L 16.5 ft OTM ve-L Pt OTM 19289 77 lb ft Dead Load Resistina Overturnina: WR 0 6(15 psf) 10•ft L 0 6•(10•psf) 1Pt L 0 6•(10psf) Oft L L DLRM WR Le DLRM 19683 67lbft Holdown Force Net Uolift: OTM DLRM HDFe C L HDFe -23 871b Base Plate Nail Soacina (2005 NDS Table11N) 16d Common (0 162 "x3 5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 CD ZN Ce Bp Bp 1.52 ft Per Nail ve Shear Wall Summary: Wind Force Seismic Force. Story Shear due to Seismic' V1 E 15308 42 lb Seismic Force p 1 0 E E 113.941bft 1 Anchor Bolt Spacina (2005 NDS Table 11E) 5/8' Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860 lb CD 1.6 ZB A CD ZB 13761b As ZB C� As 10 71 ft Per Bolt ve B.P. Nailina Soacina A.B. Spacina Holdown Force ve 128 47 lb ft E� 113.94 lb ft 1 B 1.52 ft As 10 71 ft HDFe -23.87 lb C C, 16d 16' o.c. 5/8' A.B. 72' o.c. 10/24/2007 Residential Engineering Group LLC 1875R 2 mcd VIE L1 0 7p L t 2 Le Ee 113.941b ft C P1 -6 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 pif Seismic Capacity 242 pif Holdown Types no holdown WALL F. Story Shear due to Wind Bldg Width in direction of Load. Shear Wall Length Lf (1.88 1.88)ft Lf (1.88 1.88)ft Percent full height sheathing. 0/ 10 ft 100 100 10 ft per IBC Table 2305 3 8 2 Wind Force Residential Eng neenng Group vf V2 W L1 L 2 Lf vf 549 5 lb ft of 549.5 lb ft 1 C V2W 11269 761b L =60•ft See APA Technical Topic TT 100B A Portal Frame with Hold Downs for Engineered Applications' (Emphasis Added) Restraint Panel Height 9ft Maximum Restraint Panel Width 1 ft -10 1/2in Minimum Allowable Shear per Panel 1160 lb Shear per Panel F (3 75ft vf) 2 O K. Ff 1030.31 lb See Portal Frame Construction Detail on Structural Sheets for framing, nailing and holdowns. PROJECT 1875R/2 Residential Engineering Group LLC 1901 Center Street Tacoma WA 98409 Tel 253 284 -3100 Fax 253 284 -3183 Designer TRUC NGUYEN Engineering Story Shear due to Seismic: V2E 15389 45 lb Distance between shear walls. L1 22 ft Max Opening Height Oft-Oin Therefore C 1.00 Seismic Force. p 1 0 Ef 525.26 lb ft 1 10/24/2007 Residential Engineering Group LLC 1875R 2 mcd Ef 1 525.26 lb ft C V2E L1 0 7p L 2 t Ef Lfs MASTER BEDROOM 7 0 MBATH 11 5 61 NAL per 3'40' 35 HALL W.I.C. 4,1 4.t5 Si mss OPT. MASTER CLOSET EN ii (F 20 MR RATED DOOR 9 2 DM T' 5 AB HAU 4-, J R FRL S o IS 2 CAR GARAGE 4' GONG. I MT attic I LAGGE56_,1 MAIN FLOOR PLAN OPTION 2ND CAR SIDE LOAD GARAGE 3% Zo 55 4 0 2 Residential Engineering Group WALL B Master closet option. Story Shear due to Wind Bldg Width in direction of Load Shear Wall Length Lb, (4.25 2 4 4.8 11.8)ft Lb 29 1 ft Lb, 4.25 9 -1 2 4 1 1 4 8 11.8 ft Percent full height sheathing 1 100 85 71 Max Opening Height 6ft -8in Therefore C 0.83 19.25•ft per IBC Table 2305 3.8 2 Wind Force. vb V3W L1 L2 L 2 Lb V3 W 12302.11 lb L 65 ft vb 211.381b ft 1 v 254 67 lb ft 1 C PROJECT 1875R/2 Overturnina Moment on 19.25ft Wall: Plate Height: Pt 9 1 ft Lb 16.5 ft OTM vb-Lb Pt OTM 31738 18 lb ft Dead Load Resistina Overturnina. WR 0 6(15.psf) 17 ft Lb 0.6.(10.psf) 1Pt Lb 0.6•(l0psf) Oft Lb Lb DLRM WR 2 Holdown Force Net Uplift: Overturnina Moment on 11ft Wall. Lb 8.5•ft OTM vb•Lb Pt OTM 16349.97lbft Dead Load Resistina Overturnina. WR 0 6(15•psf) 20-ft Lb 0.6•(10•psf) 1Pt Lb 0 6•(10psf) Oft Lb L b DLRM WR DLRM 8474.92 lb ft 2 Holdown Force Net Uplift: DLRM 28259.55 lb ft HDFb OTM DLRM HDFb 254.01 lb C Lb Plate Height: Pt 9 1 ft OTM DLRM HDFb1 Story Shear due to Seismic: V2E 15389 45 lb Distance between shear walls. Li 38 ft L2 27 ft Seismic Force. p 1 0 Eb= 191.981bft Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax 253 284 -3183 Designer TRUC NGUYEN Engineering Eb Eb 1 231.311b ft C V2E L1 L2 0 7p L t 2 Lb, P1 -6 7/16' Sheathing w/ 8d nails 6' 0 C. Wind Capacity 339 plf Seismic Capacity 242 plf HDFb1 1116.24 lb C Lb Base Plate Nail Spacina (2005 NDS Table, 16d Common (0 162 "x3.5 Nails 1 112' Plate Hem -Fir ZN 122 lb CD 1 6 A. 860•lb CD 1 6 Z A CD Z 1376 lb As D' B�= s D B= Bp CD ZN Co B 0 77 ft Per Nail ZB C p vb As As 5 4 ft Per Bolt vb Shear Wall Summary: B.P. Nailing Spacing A.B. Spacing Holdown Force Wind Force Seismic Force Eb vb 254 671b ft 1 231.31 lb ft 1 C C B 0 77ft Anchor Bolt Spacing (2005 NDS Table 11E1 5/8 Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir As 5 4 ft HDFb 254 01 lb 16d 8' o c. 5/8 A.B. 60 o.c. HDFbI 1116.24 lb 10/24/2007 Residential Engineering Group LLC 1875R 2.mcd Holdown Tvoes NO HOLDOWN Holdown Types. Simspon STHD8RJ Residential Er gonee -rig Group WALL C Cad Master closet option. Story Shear due to Wind V w 12082.6 lb Bldg Width in direction of Load L 57 ft Shear Wall Length Lc (6 6.33 8 17)ft Percent full height sheathing Wind Force vc Vi W L1 L 2 Lc 0 20.5 ft o 100 /0 67.21 30.5 ft vc 294 7 lb ft 1 vc 346.7 lb ft 1 Co Overturning Moment on 30.5ft Wall. Plate Height: Pt 9 1 ft L 20.5 ft OTM ve L Pt OTM 54975 83 lb ft Dead Load Resisting Overturning: WR 0 6(15 psf) 2 ft L 0 6•(10•psf) 1 Pt L 0 6•(10psf )•Oft L L DLRM WR DLRM 15255.07 lb ft 2 OTM DLRM Holdown Force Net Uplift: HDFc C L Base Plate Nail Soacina (2005 NDS Table11N) 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 B CD ZN Co Bp 0.56 ft Per Nail vc Shear Wall Summary: PROJECT 1875R/2 Story Shear due to Seismic: V2E 15389 45 lb Distance between shear walls L1 57 ft Lc 20.5 ft Lc Lc Max Opening Height 4ft -Oin Therefore C 0.85 per IBC Table 2305 3.8.2 Seismic Force p 1 0 E 262.751b ft 1 HDFc 2279.53 lb vc V2E L1 0 7p L 2 Lc Ec 1 309 11 lb ft E C P1 -4 7/16' Sheathing w/ 8d nails 4 0 C Wind Capacity 494 plf Seismic Capacity 353 plf Anchor Bolt Spacing (2005 NDS Table 11E) 5/8' Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860 lb CD 1 6 ZB A CD ZB 1376 lb As Zg •Co As 3.97 ft Per Bolt Wind Force Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force vc 1 Ec 1 B 0.56 ft As 3.97 ft HDFc 2279.53 lb 346.7 lb ft 309 11 lb ft C C 16d 6' o.c. 5/8' A.B. 48' o.c. Residential Engineering Group LLC 1901 Center Street Tacoma WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Designer TRUC NGUYEN Engineering Holdown Types Simspon STHD8RJ 10/24/2007 Residential Engineering Group LLC 1875R 2.mcd Residential En Egnee ing Group WALL E 2nd car side load garage option. Story Shear due to Wind Vl W 12082.61b Bldg Width in direction of Load L 57 ft Shear Wall Length Le (8 2.88)ft Le 10.88 ft Percent full height sheathing: 10•ft) 10 ft 100 100 per IBC Table 2305 3.8.2 Wind Force B ve Shear Wall Summary: Wind Force Viw L1 L 2 Le ve 194 83 lb ft 1 V e 194 83 lb ft 1 C Overturning Moment on 2.88ft Wall. Plate Height: Pt 9 1 ft L 2.88 ft OTM ve•L Pt OTM 5106.11 lb ft Dead Load Resisting Overturning: WR 0 6(15•psf) 10•ft L 0 6•(10•psf) 1Pt L 0.6•(10psf) Oft L L DLRM WR 2 DLRM 599 691b ft Holdown Force Net Uplift: OTM DLRM HDFe C L HDFe 1564 73 lb Base Plate Nail Spacing (2005 NDS Table11N) 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 CD•ZN Co PROJECT 1875R12 Seismic Force B.P. Nailing Spacing A.B. Spacing ve E 194831bft e= 192.41bft1 Bp =1ft Co Co Story Shear due to Seismic* Distance between shear walls L1 20-ft Max Opening Height Oft -Oin, Therefore C 1 00 Seismic Force p 1.0 E E 192 4 lb ft 1 Anchor Bolt Spacing (2005 NDS Table 11E) 5/8' Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860-lb CD 1 6 ZB A ZB 1376lb Bp 1 ft Per Nail As ZB Co As 7 06 ft Per Bolt ye ve As= 706 ft 16d 12' o c. 5/8' A.B. 72' o.c. 10/24/2007 Residential Engineering Group LLC 1875R -2 mcd Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Designer* TRUC NGUYEN Engineering Le 8 +2.88 ft 91 /I V2E 15389 45 lb 0 7p V2E L1 L 2 Le Ee 1 192.4 lb ft C P1 6 7/16' Sheathing w/ 8d nails 6' O.0 Wind Capacity 339 plf Seismic Capacity 242 plf Holdown Force Holdown Types HPAHD22 HDFe 1564 73 lb Wind Force C Residential Engsneering Group WALL Fan 2nd car side load garage option. Story Shear due to Wind V3W 12302.11 lb Bldg Width in direction of Load S hear Wall Length Lf (20)ft Percent full hei ht sheathing 10•ft C Max Opening Height Oft -Oin Therefore C 1.00 9 g 100 =100 10•ft per IBC Table 2305 3.8.2 vf vf 127 75 lb ft of 127 75 lb ft Co Overturnina Moment on 20ft Wall. Plate Height: Pt 9 1 ft Lf 20• ft OTM vf Lf Pt OTM 23250.99 lb ft Dead Load Resistina Overturnina: WR 0.6(15•psf)•2 ft Lf 0 6•(10•psf) 1Pt Lf 0 6•(10psf) Oft Lf Lf DLRM WR 2 V3W L1 L 2 Lf Holdown Force Net Uplift: HDFf OTM DLRM Co Lf Shear Wall Summary: Wind Force. of 1 751bft L 65•ft DLRM 14520 lb ft Seismic Force: Ef 111.871bft co HDFf 436.55 lb Base Plate Nail Spacing (2005 NDS Table11N) 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 Bp CD ZN CO Bp 1.53 ft Per Nail vf PROJECT 1875R/2 Story Shear due to Seismic: V2E 15389 45 lb Distance between shear walls. L1 27 ft Lf 20 ft Lf Lf Seismic Force p 1 0 Ef 111 871b ft 1 Residential Engineering Group LLC 1901 Center Street Tacoma WA 98405 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN Engineering V2E 1 -1 0 7p L t 2 Ef Lfs Ef 111 87lbft Co P1 -6. 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Anchor Bolt Spacing (2005 NDS Table 11E) 5/8' Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860 lb CD 1 6 ZB A CD As ZB Co As 10 77 ft Per Bolt vf B.P. Nailina Spacing, A.B. Soacina Holdown Force B 1.53 ft As 10 77 ft HDFf 436.551b 16d 16' o.c. 5/8' A.B. 72' o.c. ZB 1376 lb Holdown Types. no holdown 10/24/2007 Residential Engineering Group LLC 1875R -2.mcd Val F 113 GAR GARS N 3 A r 2i ,651 VFID GAR NO A WALL B Cad Master bath option. Story Shear due to Wind Bldg Width in direction of Load Shear Wall Length Lb (10 3 4 4 8 11.8)ft Percent full height sheathing. Wind Force vb Lb DLRM WR 2 Holdown Force Net Uplift: Lb DLRM WR 2 Residential Engineering Group V4W L1 L2 L 2 Lb Holdown Force Net Uplift: DLRM 28259.55 lb ft DLRM 934.2 lb ft Overturnina Moment on 10ft Wall. Lb 10•ft OTM vb-Lb Pt Dead Load Resistina Overturnina: WR 0 6(15.psf) 20-ft Lb 0 6•(10•psf) Lb DLRM WR DLRM 11730 lb ft Holdown Force Net Uplift: V4W 12948.59 lb L 77 ft 16.5 ft 1 100 85 71 19.25• ft PROJECT 1875R/2 vb 192 69 lb ft 1 vb 232.15 lb ft 1 C o Overturnina Moment on 19.25ft Wall. Plate Height: Pt 9 1 ft Lb 16.5 ft OTM vb.Lb Pt OTM 28932 lb ft Dead Load Resistina Overturnina: WR 0 6(15- psf) 17 ft Lb 0 6•(10•psf) 1Pt Lb 0.6•(10psf) Oft Lb OTM DLRM HDFb C Lb Overturnina Moment on 3ft Wall. Plate Height: Pt 9 1 ft Lb 3 ft OTM vb•Lb Pt OTM 5260.36 lb ft Dead Load Resistina Overturnina: WR 0 6(15 psf) 17 ft Lb 0 6•(10•psf)•1Pt Lb 0.6•(lOpsf) Oft Lb OTM DLRM HDFb1 C Lb Plate Height: Pt 9 1 ft OTM 17534.551b ft 1Pt Lb 0 6•(10psf)•Oft Lb HDFb2 OTM DLRM C Lb Story Shear due to Seismic: Distance between shear walls. L1 38 -ft Lb =336ft Lb 1 0 3 +4 +4.8+ 91) ,91) Max Opening Height 6ft -8in Therefore C 0 83 per IBC Table 2305 3.8.2 Seismic Force p 1 0 Eb 169.95 lb ft I Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Designer TRUC NGUYEN Engineering Eb 1 204 761b ft C V3E 15583.91 lb L2 39•ft V3E L1 L2 0 7p L 2 t Eb Lb 11.8 ft P1 -6. 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf HDFb 49 1 lb HDFb1 1737 42 lb HDFb2 699.34 lb 10/24/2007 Residential Engineering Group LLC 1875R 2 mcd Base Plate Nail Spacing (2005 NDS Table11N1 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1.6 B CD ZN CO B 0.84 ft Per Nail P vb P Residential Er sneering Group Shear Wall Summary: Wind Force vb 232 15 lb ft l C Seismic Force: B.P. Nailina Spacina E 204 761b ft B 0 84 ft CO 16d 8' o.c. PROJECT 1875R/2 Anchor Bolt Soacina (2005 NDS Table 11E1 5/8' Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860 lb ZB C As vb A.B. Soacina As 5.93 ft 5/8' A.B. 66' o.c. Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN Engineering CD 1 6 ZB A CD As 5.93 ft Per Bolt Holdown Force HDFb 49 1 lb HDFb1 1737 42 lb HDFb2 699.34 lb ZB 13761b Holdown Types NO HOLDOWN Holdown Types Simspon STHD8RJ Holdown Types: No holdown 10/24/2007 Residential Engineering Group, LLC 1875R 2.mcd Wind Force. Wind Force Residential Engineering Group WALL C a( Master bath option. Story Shear due to Wind V W 12082.6 lb Bldg Width in direction of Load L 57 ft Shear Wall Length Lc (6 6.33 14 67)ft Percent full height sheathing: VC vc VI L1 L 2 Lc L DLRM WR DLRM 26462 71bft 2 Holdown Force Net Uplift: HDFc OTM DLRM Base Plate Nail Spacing (2005 NDS Table11N1 16d Common (0.162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 B CD ZN Co B 0 76 ft Per Nail Shear Wall Summary: vc 257 1916 ft 1 E o 232.216 ft 1 C Co /o o X 27 ft) o J 100 /0 =71.05 38 ft per IBC Table 2305 3 8.2 E vc 223 75 lb ft 1 vc 257 19 lb ft 1 E 202 01 lb ft 1 232.2 lb ft 1 C Co Overturning Moment on 38ft Wall. Plate Height: Pt 9 1 ft L 27 ft OTM vc L Pt OTM 54975.83 lb ft Dead Load Resisting Overturnina: WR 0 6(15 psf) 2 ft L 0 6•(10•psf) 1Pt L 0.6•(10psf) Oft L C L Seismic Force: B.P. Nailing Spacing A.B. Spacina Holdown Force. B =076ft 16d 8' o.c. PROJECT 1875R/2 Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Designer TRUC NGUYEN Engineering Story Shear due to Seismic. V3E 15583.91 lb Distance between shear walls. L1 57 ft Lc =27 ft Lc =Lc„ Max Opening Height 4ft -Oin Therefore C 0 87 Seismic Force HDFc 1213.84 lb p 1.0 E V3E Li 0 7p L t 2 Lc P1 -6. 7/16' Sheathing w/ 8d nails 6' 0 C. Wind Capacity 339 plf Seismic Capacity 242 plf Anchor Bolt Spacina (2005 NDS Table 11E1 5/8' Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860 lb CD 1 6 Zg A CD ZB 13761b As ZB Co As 5.35 ft Per Bolt V C As 5.35 ft HDFc 1213.84 lb Holdown Types Simspon STHD8RJ 5/8 A.B. 60' o.c. 10/24/2007 Residential Engineering Group LLC 1875R 2 mcd WALL E 3rd car side load garage option. Story Shear due to Wind. Vlw 12082.6 lb Bldg Width in direction of Load Shear Wall Length Le (8 1.88)ft Le 9.88 ft Percent full height sheathing: 10 ftl 100 100 10•ft Wind Force. ve 214.551b ft 1 L DLRM WR 2 Holdown Force Net Uplift: OTM DLRM HDFe C L Base Plate Nail Spacing (2005 NDS Table11N) 16d Common (0 162 "x3.5') Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 B CD ZN Co Bp 0.91 ft Per Nail ve Shear Wall Summary: Wind Force ve 1 214.55Ibft C Residential Engineering Group ve V1w L1 L 2 Le C L 57 ft ve 1 214.551b ft C DLRM 4627.2 lb ft Seismic Force. B.P. Nailing Spacing Ee 1 193 71 lb ft HDFe 1374 01 lb B 0.91 ft 16d 8' o.c. PROJECT 1875R/2 Seismic Force Overturning Moment on 8ft Wall. Plate Height: Pt 9 1 ft L 8 ft OTM ve•L Pt OTM 15619.241bft Dead Load Resisting Overturning: WR 0 6(15•psf) 10•ft L 0 6410•psf) 1Pt L 0 6•(10psf) Oft L Story Shear due to Seismic. V3E 15583.91 lb Distance between shear walls. E 193 711b ft I ZB Co As ve A.B. Spacing As =641ft 5/8' A.B. 72' o.c. L1• =20•ft Le (8 1.88)ft Max Opening Height Oft -Oin Therefore C 1 00 per IBC Table 2305 3.8.2 p 1 0 E Shear per Panel CD 1 6 Residential Engineering Group LLC 1901 Center Street Tacoma WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Designer' TRUC NGUYEN Engineering V3E Li 0 7p L t 2 Les Ee 1 193 71 lb ft C P1 -6. 7116' Sheathing w/ 8d nails 6' 0 C. Wind Capacity 339 plf Seismic Capacity 242 plf See APA Technical Topic TT 1008 A Portal Frame with Hold Downs for Engineered Applications' (Emphasis Added) Restraint Panel Height 10ft Maximum Restraint Panel Width 1ft -10 1 /2in Minimum Allowable Shear per Panel 860 lb (1.88ft ye) F F 403.351b O.K. See Portal Frame Construction Detail on Structural Sheets for framing, nailing and holdowns. Anchor Bolt Spacing (2005 NDS Table 11E1 5/8 Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860 lb ZB A CD As 6 41 ft Per Bolt 1 ZB 1376 lb Holdown Force Holdown Types HDFe 1374 01 lb STHD8 STHD14 10/24/2007 Residential Engineering Group LLC 1875R -2.mcd Residential Engineering Group WALL F a 3rd car side load garage option. Story Shear due to Wind V4W 12948.59 lb Bldg Width in direction of Load L 77 ft Sliear Wall Length Lf (20)ft Percent full height sheathing. r 10.ft 100 100 10• ft J Wind Force vf Wind Force. of 1 163.96 lb ft Co Co Lf V4W L1 L 2 Lf vf 163.96 lb ft 1 of 163.96 lb ft C Overturning Moment on 20ft Wall. Plate Height: Pt 9 1 ft Lf 20•ft OTM vf Lf Pt OTM 29840 61 lb ft Dead Load Resistina Overturnina: WR 0.6(15 psf) 2 ft Lf 0 6•(10•psf) 1Pt Lf 0 6•(10psf) Oft Lf Lf DLRM WR 2 Holdown Force Net Uplift: HDFf OTM DLRM DLRM 14520 lb ft Seismic Force. HDFf 766.03 lb Lf 20 ft Base Plate Nail Soacina (2005 NDS Table11N) 16d Common (0.162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 B CD ZN Co B 1 19 ft Per Nail vf ,Shear Wall Summary: El 138 13 Ib ft I B 1 19 ft C PROJECT 1875R/2 Story Shear due to Seismic: V3E 15583.91 lb Distance between shear walls L1 39.ft 16d 12' o.c. 5/8 A.B. 72' o.c. Lf Lf, Max Opening Height Oft -Oin Therefore C 1 00 per IBC Table 2305 3 8 2 Seismic Force p 1 0 Ef= 138 131bft 1 Ef 138 13 lb ft C P1 -6 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Anchor Bolt Spacina (2005 NDS Table 11E) 5/8 Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860 lb ZB As vf As 8.39 ft Per Bolt B.P. Nailing Spacina A.B. Spacina Holdown Force CD 1.6 ZB A CD ZB 1376 lb As 8.39 ft HDFf 766.03 lb 10/24/2007 Residential Engineering Group LLC 1875R 2.mcd Residential Engineering Group LLC' 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer' TRUC NGUYEN Engineering V3E L1 0 7p L 2 Ef t Lf Holdown Types no holdown Vc 31� Ed MAIN FLOOR PLAN a 3RD CAF FRONT LOAD GARAGE OPTION T 6 Residential Engineering Group WALL B 0 3rd car front load garaae option. Story Shear due to Wind V W 12082.6 lb Bldg Width in direction of Load L 60•ft Sh.ear Wall Length Lb, (10 3 4 4.8 11.8 9)ft Lb, 42.6 ft Percent full hei ht sheathing. 16.5•ft 9 g• 100 85 71 19.25•ft J Wind Force vb vb= 141.811bft Overturning Moment on 10ft Wall. Lb 10•ft OTM vb•Lb Pt Dead Load Resistina Overturning. WR 0 6(15.psf) 17 ft Lb 0 6•(10•psf) 1Pt Lb 0 6•(10psf) Oft Lb Lb DLRM WR 2 Holdown Force Net Uolift: OTM DLRM HDFb HDFb 304.23 lb C Lb Base Plate Nail Soacina (2005 NDS Table11N) 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1.6 C CD ZN C Bp vb Shear Wall Summary: Wind Force vb 170 86lbft 1 Vi L1 L2 L 2 Lb vb 170 86 lb ft C DLRM 10380 lb ft B 1 14 ft Plate Height: Pt 9 1 ft OTM 12905 13 lb ft Per Nail Seismic Force Eb 158.58lbft1 Bp =114ft Co PROJECT 1875R/2 Distance between shear walls. Seismic Force p 1.0 Eb 131 621b ft 1 16d 12' o.c. 5/8 A.B. 72' o.c. Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer* TRUC NGUYEN Engineering Story Shear due to Seismic: V4E 15454.27 lb L1 38.ft L2 22 ft Lb 10 +3I 9 l +49 +4.8+ 11.8 +9 ft Max Opening Height 6ft -8in Therefore C 0.83 per IBC Table 2305 3.8.2 Eb E b 158.58 lb ft 1 Co P1 -6 7/16' Sheathing w/ 8d nails 6' 0 C. Wind Capacity 339 plf Seismic Capacity 242 plf Anchor Bolt Spacing (2005 NDS Table 11E) 5/8' Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860 lb CD 1 6 ZB A CD As ZB Co As 8 05 ft Per Bolt vb B.P. Nailing Soacina A.B. Soacina Holdown Force As 8 05 ft HDFb 304.23 lb HDFbI 1737 42 lb V4E L1 L2 0 7p L 2 Lb ZB 1376 lb Holdown Tvoes No Holdown Holdown Tvoes Simspon STHD8RJ 10/24/2007 Residential Engineering Group LLC 1875R 2.mcd Residential Ertgwrieenng Group WALL D Ca 3rd car front load garage option. Story Shear due to Wind V5W 14782.21 lb Bldg Width in direction of Load L 66-ft Shear Wall Length Ld (15 6 75)ft Percent full height sheathing: Wind Force vd V5w Li L2 L 2 Ld 21 75.ft 100 X 25 75•ft vd= 15961Ibft v d 15961 lb C Overturning Moment on 25.75ft Wall. Ld 21 75•ft OTM vd Ld-Pt Dead Load Resisting Overturning. WR 0 6(15•psf) 2 ft Ld 0 6•(10•psf) 1Pt Ld 0 6•(10psf) Oft Ld Ld DLRM WR 2 Shear Wall Summary: Wind Force. DLRM 17172.17 Ib ft Plate Height: Pt 9 1 ft OTM 31591.38lbft OTM DLRM Holdown Force Net Uplift: HDFd C Ld Base Plate Nail Spacing (2005 NDS Table11N) 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 B CD ZN Co B 1.22 ft Per Nail B„ vd p PROJECT 1875R/2 Story Shear due to Seismic: V4E 15454.27 lb Distance between shear walls. Ld 21 75 ft Ld Ld =8447 Max Opening Height lft -6in Therefore C 1 00 per IBC Table 2305 3.8 2 Seismic Force. p 1 0 Ed 116.81Ibft HDFd 662.95 lb Ed Ed 1 116.811b ft C Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force P1 6. 7116' Sheathing w/ 8d nails 6' 0 C. Wind Capacity 339 plf Seismic Capacity 242 plf Anchor Bolt Spacing (2005 NDS Table 11E) 5/8' Dia. Bolt (6' Embed) 1 112' Plate Hem -Fir A 860 lb CD 1 6 ZB A CD ZB 13761b As ZB Co As 8 62 ft Per Bolt vd vd 1 Ed 1 B 1.22 ft As 8.62 ft HDFd 662.95 lb 15961lbft 116.81lbft C C 16d 12' o.c. 5/8' A.B. 72' o.c. 10/24/2007 Residential Engineering Group, LLC 1875R 2.mcd Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Designer TRUC NGUYEN Engineering L1 =57ft L1• =9ft V4E L1 L2 0 7p L 2 Ld Holdown Types No Holdown Residential Engineering Group WALL E a 3rd car front load aaraae option. Story Shear due to Wind V5w 14782.21 lb Bldg Width in direction of Load L 66.ft Shear Wall Length Le (8 8.5)ft PROJECT 1875R/2 Percent full height sheathing. '16.5 ft 100 76 74 Max Opening Height 2ft-Oin Therefore C 1.00 21.5 ft per IBC Table 2305 3.8.2 Wind Force ve V5w L1 L 2 Le Seismic Force. p 1 0 Ee Les s ve 196.82 lb ft 1 V 196.82 lb ft 1 C Overturnina Moment on 21.5ft Wall: Plate Height: Pt 9 1 ft L 16.5 ft OTM ve•L Pt OTM 29553.23 lb ft Dead Load Resistina Overturnina: WR 0 6(15 psf) 10•ft L 0 6•(10•psf) IPt L 0 6•(10psf) Oft L L DLRM WR 2 DLRM 19683 67 lb ft Holdown Force Net Uplift: HDFe OTM DLRM C L HDFe 598 151b Base Plate Nail Soacina (2005 NDS Table11N1 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 CD ZN Co Bp Bp 0.99 ft Per Nail ve Shear Wall Summary: Wind Force Seismic Force ve 196.82 Ib ft I E e 144 041b ft 1 Co Co Story Shear due to Seismic: V4E 15454.27 lb Distance between shear walls. L1 29.ft Le 16.5 ft Le Le E 144.04 lb ft 1 ZB C As ve B.P. Nailina Spacing A.B. Soacina Holdown Force Bp 0.99 ft As 6.99 ft HDFe 598 15 lb 16d 12' o.c. 5/8' A.B. 72' o.c. P1 -6. 7/16' Sheathing w/ 8d nails 6' 0 C. Wind Capacity 339 plf Seismic Capacity 242 plf Anchor Bolt Spacing (2005 NDS Table 11E1 5/8 Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860 lb CD 1 6 ZB A CD ZB 1376 lb 10/24/2007 Residential Engineering Group LLC 1875R -2.mcd Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN Engineering V4E L1 0 7p L t 2 Ee 1 144 04 lb ft Co As 6.99 ft Per Bolt Holdown Types no holdown Residential Erigcneering Group WALL F 0 3rd car front load aaraae option. Story Shear due to Wind V2W 11269 761b Bldg Width in direction of Load L 60•ft Shear Wall Length Lf (1.88 1 88)ft Lf 3 76 ft Lf Lf Percent full hei ht sheathing. o 10•ft Max Opening Height Oft -Oin, Therefore C 1 00 g g. 100 100 10•ft per IBC Table 2305 3 8.2 Wind Force vf V2W L1 L 2 Lf vf 549.5 lb ft of 549.5 lb ft Co See APA Technical Topic TT 100B A Portal Frame with Hold Downs for Enaineered Applications' (Emphasis Added) Restraint Panel Height 9ft Maximum Restraint Panel Width 1ft -10 1 /2in Minimum Allowable Shear per Panel 1160 lb (3 75ft vf) Shear per Panel Ff 2 Ff 1030.31 lb O K. See Portal Frame Construction Detail on Structural Sheets for framing, nailing and holdowns. PROJECT 1875R/2 Distance between shear walls. Ll 22 ft Seismic Force p 1.0 Ef 527 471b ft l Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax: 253 284 3183 Designer TRUC NGUYEN Engineering Story Shear due to Seismic: V4E 15454.27 lb V4E Ll 0 7p Lt t 2 Ef Lfs Ef l 527 471b ft Co 10/24/2007 Residential Engineering Group LLC 1875R 2.mcd WALL G na 3rd car front load garage option. Story Shear due to Wind: Blag Width in direction of Load: Shear Wall Length Lg, (22)ft Percent full hei ht sheathing: o 10.ft o Max Opening Height Oft -Oin Therefore C 1.00 9 9 /o 100 /o 100 10.ft per IBC Table 2305.3.8.2 Wind Force vg 50.91b ft 1 Residential Englnee mg Group Overturning Moment on 22ft Wall. Plate Height: Pt 9 1 ft L 22 ft OTM vg L Pt OTM 10190 771b ft Dead Load Resisting Overturnina: WR 0 6(15.psf) 2 ft L 0 6•(10•psf) 1Pt L 0 6•(lopsf) Oft L L DLRM WR 2 Holdown Force Net Uplift: OTM DLRM HDFg C L vg Shear Wall Summary: VSW Li L 2 vg Lg Wind Force Seismic Force vg 50.91b ft 1 Eg 37.251b ft 1 C C Vsw 14782.21 lb Lt 66-ft vg 50.91b ft 1 C DLRM 17569.2 lb ft HDFg 335.381b PROJECT 1875R/2 Story Shear due to Seismic: V4E 15454.27 lb Distance between shear walls. Lg 22 ft Lg, Lg Seismic Force: p 1 0 E 37.25 Ib ft 1 ZB•C, As vg B.P. Nailina Soacina A.B. Spacing B =3.83 ft As= 27.03 ft 16d 16' o.c. 5/8 A.B. 72' o.c. Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Designer TRUC NGUYEN Engineering L1• =10-ft E 0 7p V4E L1 L 2 Lg, Eg 37.251b ft 1 C P1 -6. 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Base Plate Nail Spacing (2005 NDS Table11 N) 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir Anchor Bolt Spacing (2005 NDS Table 11E) ZN 122 lb CD 1 6 518' Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir B CD ZN Co B 3 83 ft Per Nail A 860 lb C 1 6 Z A. C Z 13761b P D B•= s D B= As 27 03 ft Per Bolt Holdown Force Holdown Types no holdown HDFg 335.38 lb 10/24/2007 Residential Engineering Group, LLC 1875R 2.mcd 4' O.C. 24' 0G. 6 MFR SCISSOR TRUSSES 24' 0G. AS PER MFG. SPECS. TYP a XB PT. IRIDGF C a� c A 2 5 RAFTERS 24' O.G. I?OOF FRAMINC./ 2 6 RAFTERS 24' O.C. MFR COMMON TF4J55E5 24' 0G. AS PER PEG. SPECS. TYP OVERIPRAME AL 6 X B P.T. N GABLE Et r143.155 GIRDER TRI155 P RIDGE K_ ��1+Qe:n en► II e 11 ,ot.:\\:\ lI _In. N I t& kr\,. Ir a X :RT. h I 6 X B P.t. I MFR. SCISSOR TRUSSES 24' 0G. AS PER MFG. SPECS. TTP A v a 22X30 AMTIC ■6CE5_ a Cole ,EE X .41 01.1 GIRDER TRUSS &J3 B12 K 4Xn GABLE END TRUSS MFR COMMON TRUSSES 24' 0G. AS PER MFG. SPECS. TYP V 2 6 RAFTERS 74' OL. ROOF PLAN M. BATH OPTION I P 174. \Ai \N GIRDER TRIES 5:17 '3R x 73'' I TAI I I I I GABLE ENI TRUSS rn CO`P70N TRJSSES 74' OG. AS PER MFG. SPECS. TTP J I li WI .1 NIN Ilosh GIRDER TRIES GABLE END TRUSS ::'R COMMON TR.SSES 74' OL. AS PER MEG. SPECS. TTP l ROOF PLAN 2nd CAR SIDE ROOF PLAN 3rd CAR SIDE LOAD GARAGE OPTION LOAD GARAGE OPTION 1I 8fp4 22' H ESS Q a 12 R TI 1 T I 4X17 I GABLE END TR155 I GIRDER TR155 1 AL la 164 6. \j 1! i T 1 .`PR COMMON TRUSSES 74' O.C. 45 PER MFG. SPECS. TYP !CRICK A V 4 X 12 MD HOD ROOF PLAN 3rd CAR FRONT LOAD GARAGE OPTION CASCADE Residentla Design, Inc. V\MI 1 4i i„2_ 0 _31: s I ,r,r, c{ 1 1 7 a] O w v)Ll Technical Representative 51i, _I Ito Job Name l 1 1 2c a 1 ,/L Location (1 hz f? Lit AJ 14- L2, c, 3 %x►14L8 ill I 1. I Sheet of By 11Q L_ r Date 102 South 26th St. Tacoma, WA 98402 253.284.3170 253.284.3183 fax email: cascade©x.netcorn.com I cI r Job Number ,4rE (o-z3 Q°� q/ l7 /61- Rev: 580000 User KW-0605873, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam1 window header LGeneral Information Section Name 6x1 0 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density LFull Length Uniform Loads Center Left Cantilever Right Cantilever Center Span. Deflection .Location .Length /Defl Camber using 1.5 D. Center Left Right DL DL DL 5.500 in 9 500 in Sawn 1 150 Pin -Pin 32.500 pcf Span= 6.00ft, Beam Width 5.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 743.98 psi Fb 1,006.25 psi LDeflections 5.13 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 6.94 fv Fv Dead Load -0.018 in 3.000 ft 3,944 4 L. Defl 0.027 in 0.000 in 0.000 in 308.00 #/ft #/ft #/ft General Timber Beam Depth 9.5in, 0.747 1 5.1 k -ft 6.9 k -ft at 3.000 ft at 0.000 ft 73.03 psi 97 75 psi Code Ref: 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined Center Span 6.00 ft Left Cantilever ft Right Cantilever ft Douglas Fir Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 85.0 psi Fc Allow 625.0 psi E 1,300.0 ksi Total Load -0 065 in 3.000 ft 1 106.69 LL LL LL Ends are Pin -Pin Reactions. Left DL Right DL Title Dsgnr Description Scope 820.00 #/ft #/ft #/ft Maximum Shear 1 5 Allowable Shear 3.8 k 5.1 k Left 3.42 k Right 3.42 k Camber Left 0.000 in Center 0 027 in Right 0.000 in 0.96 k 0.96 k Left Cantilever Deflection Length /Deft Right Cantilever Deflection .Length /Defl .Lu .Lu Lu Job Date: 5:05PM 23 OCT 07 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 3.42 k Max 3.42 k 1875R -2. ecw Dead Load Total Load 0.000 in 0 000 in 0.0 0.0 0.000 in 0.000 in 0 0 0.0 I Rev 580000 User KW-0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam2. Garage door header [General Information Section Name 4x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 764.00 psi Fb 1 035.00 psi [Deflections DL DL DL 3.500 in 11.250 in Sawn 1 150 Pin -Pin 32.500 pcf 0.00 k -ft 0.00 k -ft 6.37 Center Span. Dead Load Deflection -0.104 in .Location 8.000 ft .Length /Deft 1 845.3 Camber using 1.5 D.L. Defl Center 0.156 in Left 0.000 in Right 0.000 in 4 70 k -ft 0.00 k -ft 38.00 #/ft #/ft #/ft fv 39.75 psi Fv 207 00 psi Title Dsgnr• Description Scope General Timber Beam Code Ref 1997 NDS 2003 IBC 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E Span= 16.00ft, Beam Width 3.500in x Depth 11.25in, Ends are Pin -Pin Max Stress Ratio 0.738 1 4 7 k -ft 6 4 k -ft at 8.000 ft at 0.000 ft Total Load -0.326 in 8.000 ft 589 02 LL LL LL Reactions. Left DL Right DL 16 00 ft ft ft 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi 100.00 #/ft #/ft #/ft Maximum Shear 1 5 Allowable Shear Left Right Camber Left Center Right Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl .Lu Lu Lu 0.38 k Max 0.38 k Max Dead Load 0.000 in 0.0 Job Date: 5•05PM 23 OCT 07 0.000 in 00 0.00 ft 0.00 ft 0.00 ft 1875R- 2.ecw:Calculations Beam Design OK 1.6 k 8.2 k 1 18k 1 18k 0 000 in 0.156 in 0.000 in 1 18k 1 18k Total Load 0.000 in 0.0 0 000 in 0.0 I I Rev: 580000 User KW-0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam3 Cover porch beam L General Information Section Name 6x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever Span= 8.00ft, Beam Width 5.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 376.66 psi Fb 776.25 psi LDeflections Center Span. Deflection .Location .Length /Defl Camber using 1.5 D. Center Left Right DL DL DL 5.500 in 7.500 in Sawn 1 150 Pin -Pin 32.500 pcf 1.62 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 3 34 fv Fv Dead Load -0.027 in 4.000 ft 3,555.8 L.Defl) 0.040 in 0.000 in 0.000 in General Timber Beam 53.00 #/ft #/ft #/ft 24 95 psi 161 00 psi Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined I Center Span Left Cantilever Right Cantilever Hem Fir No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.088 in 4 000 ft 1,095.17 LL LL LL Depth 7.5in, Ends are Pin -Pin 0.485 1 1.6 k -ft 3.3 k -ft at 4 000 ft at 0.000 ft Reactions. Left DL Right DL Title Dsgnr Description Scope 8.00 ft ft ft 675.0 psi 140.0 psi 405.0 psi 1 100.0 ksi 140 00 #/ft #/ft #/ft Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl Lu .Lu Lu Maximum Shear 1 5 Allowable Shear Job Date: 5:05PM, 23 OCT 07 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1 0 k 6.6 k @Left 0 81 k Right 0.81 k Camber Left 0.000 in Center 0.040 in Right 0.000 in 0.25 k 0.25 k Max 0.81 k Max 0.81 k Dead Load 0.000 in 0.0 0.000 in 0.0 1875R- 2.ecw:Calculations Total Load 0.000 in 0.0 0.000 in 0.0 I 1 Rev: 580000 User KW-0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description !General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Load Dur Factor Beam End Fixity Wood Density LFull Length Uniform Loads Center Left Cantilever Right Cantilever Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support fb 2,108.88 psi Fb 2,760.00 psi LDeflections Center Span. Deflection .Location .Length /Defl Camber using 1.5 D. Center Left Right Beam4 Side load garage door header 3.125x15 3.125 in 15.000 in GluLam Loads DL DL DL 1 150 Pin -Pin 32.500 pcf Span= 16.00ft, Beam Width 3.125in x Depth 15.in, Ends are Pin -Pin Max Stress Ratio 0.764 1 Maximum Moment 20.6 k -ft Allowable 27.0 k -ft Max. M allow 26.95 Dead Load -0.181 in 8.000 ft 1 059.8 L.Defl 0.272 in 0.000 in 0 000 in 173.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Douglas Fir 24F V8 Fb Base Allow Fv Allow Fc Allow E 20.59 k -ft at 8.000 ft 0.00 k -ft at 16 000 ft 0.00 k -ft 0.00 k -ft fv Fv 139.71 psi 276.00 psi Total Load -0.635 in 8.000 ft 302.30 LL LL LL Reactions. Left DL Right DL Title Dsgnr• Description Scope General Timber Beam Code Ref 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined 1600ft ft ft 2,400.0 psi 240.0 psi 650 0 psi 1 700.0 ksi 460.00 #/ft #/ft #/ft Maximum Shear *1 5 Allowable Shear Left Right Camber Left Center Right 147 k 1 47 k Left Cantilever Deflection Length /Defl Right Cantilever Deflection Length /Defl Lu .Lu .Lu Max Max Dead Load 0.000 in 0.0 Job Date. 5:05PM 23 OCT 07 0.000 in 00 0.00 ft 0.00 ft 0.00 ft 1875R- 2.ecw:Calculations Beam Design OK 6.5 k 12.9 k 5.15k 5.15 k 0 000in 0.272 in 0 000in 5.15k 5.15 k Total Load 0.000 in 0.0 0.000 in 0.0 I Rev: 580000 User KW-0605873, Ver 5.8 0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information Section Name 4x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density LFull Length Uniform Loads Center Left Cantilever Right Cantilever Center Span. Deflection .Location .Length /Defl Camber using 1.5 D. Center Left Right Beam4A. 3rd car front load garage DL DL DL 3.500 in 11.250 in Sawn 1 150 Pin -Pin 32.500 pcf Span= 8.00ft, Beam Width 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 798.25 psi Fb 1 035.00 psi LDeflections 0.00 k -ft 0.00 k -ft 6.37 Dead Load -0 024 in 4 000 ft 3,980.5 L. Defl 0.036 in 0.000 in 0.000 in 4.91 k -ft 0.00 k -ft 165.00 #/ft #/ft #/ft fv 71.84 psi Fv 207.00 psi General Timber Beam Code Ref 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E Depth 11.25in, Ends are Pin -Pin 0.771 1 4 9 k -ft 6.4 k -ft at 4 000 ft at 8.000 ft Total Load -0.085 in 4 000 ft 1 127.50 LL LL LL Reactions. Left DL Right DL Title Dsgnr• Description Scope 8.00 ft ft ft 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi 440.00 #/ft #/ft #/ft Maximum Shear 1 5 Allowable Shear Left Right Camber Left Center Right Left Cantilever Deflection .Length /Defl Right Cantilever Deflection Length /Defl 0.70 k Max 0.70 k Max .Lu .Lu .Lu Dead Load 0.000 in 0.0 0.000 in 00 Job Date: 5:06PM, 23 OCT 07 0.00 ft 0.00 ft 0.00 ft 1875R- 2.ecw:Calculations Beam Design OK 2.8 k 8.2 k 2.46 k 2.46 k 0.000 in 0.036 in 0.000 in 2.46 k 2.46 k Total Load 0.000 in 0.0 0.000 in 0.0 B P1 24 L 24 X 18' MIN CRAWL SPACE ACCESS W XT' SCREENED FON VENTS (12) REO'D 0_ A a c u 4 it9 24 24 24 0 4 X 10 24 24 5'-3' 52 52 f lut FAPC Z NJ 0 8 4' CONC. SLAB SLAB ON GRADE 4' CCNC. SLAB C.ANT. 1 T L_ "1 L_ 24 1_T_J FOU16•11 PLAN 24 24 24 a 52 24 5' 3' MAX. SPAS TYP 5 -3' 24 CRALLUPACg B. NFL W/ S NIL VAPOR BARRIER TYP 10 4 X 10 2 C 4e7 ;CD 14 24 24 SLAB ON GRADE E 24L 52 4X10 24 14 0 5'-3' 1: A CONT. FTC,. 4 X 10 24 I SLAB ON GRADE 4' CONC. SLAB ON 4' COMP FILL TIP SLOPE 3/1b FT TOWARD DOORS 24 24 BLOCK CUT FOR MECI-ULORK II I SLAB ON GRADE V CONC. SLAB CN V COMP FILL TTP SLOPE 3/16 FT TOWARD DOORS FOUNDATION FRAMING PLAN a M. BAN OPTION 41f I I BLOCK OJT FOR MEO-11UORK 2ND CAR SIDE LOAD GARAGE BLOCK OUT FOR MECHWORK 7 I I I I SLAB ON GRADE 4 CONC. SLAB ON I 4' COMP FILL TTP SLOPE 3/16 FT TOWARD DOORS FOUNDATION FRAMING PLAN 3RD CAR SIDE LOAD GARAC 3 5 24 CRAWUPACE IS' Nat Uf b MIL VAPOR BARRIER T'fP Ij 24 I 24 24 74 I BLOCK OUT FOR MECH. WORK SLAB ON GRADE 4' C.ONC. SLAB ON 4' COMP FILL TYP SLOPE 315, FT TOWARD DOORS rr i CONT. FTG -r— FOUNDATION FRAMING PLAN 3RD CAR FRONT LOAD GARAGE OPTION CA E Residential Des'gn, Inc. C \kJ 7L_ I /L X 2 4 Job Name &�"b) 1 43 1 12/ Location O itt i 9 x) D1 •1 1 Technical Representative Job Number Uf I 0 —7.3 Sheet of By TV-di 1\1, Date 3/ 1 7 i 102 South 26th St. Tacoma,WA 98402 253284.3170 253.284.3183 fax email: cascade@ix.netcom.com Rev: 580000 User KW-0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam5 Foundation girder General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever Center Span. Deflection .Location .Length /Defl Camber using 1.5 D. Center Left Right DL DL DL 3.500 in 9.250 in Sawn 1 150 Pin -Pin 32.500 pcf Span= 7 OOft, Beam Width 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 891.38 psi Fb 1 035 00 psi [eflections Dead Load -0.021 in 3.500 ft 3,952.4 L. Defl 0.032 in 0.000 in 0 000 in 3.71 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4 30 fv Fv 138.00 #/ft #/ft #/ft 76.96 psi 207 00 psi Total Load -0.089 in 3.500 ft 948.79 LL LL LL Title Dsgnr Description Scope General Timber Beam Code Ref: 1997 NDS 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 7.00 ft Left Cantilever ft Right Cantilever ft Douglas Fir Larch, No.2 Fb Base Allow 900 0 psi Fv Allow 180 0 psi Fc Allow 625 0 psi E 1 600 0 ksi Depth 9.25in, Ends are Pin -Pin 0.861 1 3.7 k -ft 4.3 k -ft at 3.500 ft at 7.000 ft Reactions. Left DL Right DL 460.00 #/ft #/ft #/ft Maximum Shear 1 5 Allowable Shear Left Right Camber Left Center Right 0.51 k 0.51 k Left Cantilever Deflection Length /Defl Right Cantilever Deflection .Length /Defl .Lu .Lu .Lu Max Max Job Date: 1 14PM 23 OCT 07 0.00 ft 0.00 ft 0.00 ft 1 B75R -2. ecw: Calculations Beam Design OK 2.5 k 6.7 k 2.12 k 2.12 k 0.000 in 0.032 in 0.000 in 2.12k 2.12 k Dead Load Total Load 0 000 in 0 000 in 0.0 0.0 0.000 in 0.000 in 0.0 0 0 I 4-1 SUPPORTS. A 1 XEyrrt, iLs, Au revs TJ- Beam(TM) 6 10 Serial Number 7003013791 User 8/17,2004 3'44.07 PM Page 1 Engine Version: 1 10.3 See TJ SPECIFIER'S BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS. PROJECT INFORMATION: PLAN 1875R/2 0 :1: 1 iii b '1' 1. I Is I' 'PJIm Id '1J I- arri7i g Lc ed t idem., 1: 'sf Jo -L I .1 t P sa 1',i 1 L Jac rk Or Jo us. BEAM 6 -MAIN FLR. JST 9 1/2" TJI®110 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 12' LOADS. Analysis is for a Joist Member Primary Load Group Residential Living Areas (psf) 40.0 Live at 100 duration, 12.0 Dead Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead /Uplift/Total 1 Stud wall 3.50' 2.25' 320 96 0 416 A3: Rim Board 1 Ply 1 1/4 x 9 1/2' 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50' 2.25' 320 96 0 416 A3: Rim Board 1 Ply 1 1/4 x 9 1/2' 0.8E TJ- Strand Rim Board® Maximum Design Control Control Location Shear (lbs) 402 396 1220 Passed (32 Rt. end Span 1 under Floor loading Vertical Reaction (lbs) 402 402 1018 Passed (39 Bearing 2 under Floor loading Moment (Ft -Lbs) 1163 1163 2380 Passed (49 MID Span 1 under Floor loading Live Load Def I (in) 0.138 0.290 Passed (U999 MID Span 1 under Floor loading Total Load Def I (in) 0.180 0.579 Passed (11773) MID Span 1 under Floor loading TJPro 48 35 Passed Span 1 Deflection Criteria. STANDARD(LL.U480,TL:U240) Deflection analysis is based on composite action with single layer of 23/32' Panels (24 Span Rating) GLUED NAILED wood decking. Bracing(Lu) All compression edges (top and bottom) must be braced at 2' 8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability ADDITIONAL NOTES. IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ) TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. OPERATOR INFORMATION. Truc Nguyen Cascade Residential Design 102 South 26th Street Tacoma, WA 98402 Phone (253) 284-3170 Fax (253) 284 -3183 trucn @cascaderd.com M Product Diagram is Conceptual. -1 Rev: 580000 User KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam6 -MAIN FLR. JST (OPTION) G eneral Information Section Name 2x1 0 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density LFuII Length Uniform Loads Center Left Cantilever Right Cantilever Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 718.28 psi Fb 1 124 13 psi [Deflections DL DL DL 1 500 in 9.250 in Sawn 1 150 Pin -Pin 32.500 pcf 16.00 #/ft #/ft #/ft General Timber Beam Center Span Left Cantilever Right Cantilever Hem Fir No.2 Fb Base Allow Fv Allow Fc Allow E Span= 12.00ft, Beam Width 1.500in x Depth 9.25in, Ends are Pin -Pin 1.28 k -ft 0.00 k -ft 0.00 k -ft 0 00 k -ft 2.00 Center Span. Dead Load Deflection -0.069 in .Location 6.000 ft .Length /Defl 2,074 9 Camber using 1.5 D.L. Defl Center 0.104 in Left 0.000 in Right 0.000 in Code Ref: 1997 NDS 2003 IBC 2003 NFPA 5000. Base allowables are user defined 0.639 1 1 3 k -ft 2.0 k -ft at 6.000 ft at 0.000 ft fv 40.23 psi Fv 172.50 psi Total Load -0.258 in 6.000 ft 558.06 LL LL LL Title Dsgnr• Description Scope Reactions. Left DL Right DL 12.00 ft ft ft 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 52.00 #/ft #/ft #/ft Maximum Shear 1 5 Allowable Shear 0.11 k 0.11 k Left Cantilever Deflection Length /Defl Right Cantilever Deflection Length /Defl .Lu .Lu .Lu Job Date: 1 14PM, 23 OCT 07 0.00 ft 0.00 ft 0.00 ft Repetitive Member 0.6 k 2.4 k Left 0.43 k Right 0.43 k Camber Left 0 000 in Center 0.104 in Right 0.000 in Max 0.43 k Max 0.43 k 1875R- 2.ecw:Calculations Beam Design OK Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0 000 in 0.000 in 0.0 0.0 Residential EPgsneerin9 Group Maximum Load For 6x6 DF #1 Wood Post F 1000•psi Cp 1 CFb 1 CM 1 C 1 CL 1 CF, 1 E' 1600000 psi F' c F CD CF, F' c 1000 psi 6x6 Wood Post Properties Axial Load Capacity Slenderness Ratio (SL) SL H h C•= 0.8 KCE• =0.3 A t h A 30.3 in CE FCE FCE 992 psi t h 4 SL2 I I 76.3 in 12 2 1 FCE I rCE FCE S I 2 S 27 7 m F' c F' c F' c h Cp Kf 2C 2C C C 0 69 F' C F' c F' 688 psi Pmax F'c A Pmax 20816 lb (Maximum post Capacity) Maximum Load For 6x6 HF #2 Treated Post PROJECT 1875/2 psf psi plf psf ft 144 Kf 1 0.6 for unbraced nailed built up posts 0 75 for bolted) h 5.5-in t 5.5 in F 460 psi Cp 1 CFb 1 CM 1 C 1 CL 1 CF, 1 E' 1045000•psi F' c F CD CF F' c 460 psi 6x6 Treated Wood Post Properties Kf 1 0 (Kf 0.6 for unbraced nailed Axial Load Capacity built up posts 0 75 for bolted) Slenderness Ratio (SL) h 5.5.in H t 5.5-in SL C 0.8 KCE 0.3 A• =th A 30.3 in KCE'E 3 FCE FCE 648 psi I t h I 76.3 m SL` 12 2 I2 3 1 FCE I FCE F CF. S h S 27 7 to C F' c F' c F K- Cp 2C 2C C f C =079 4q Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN Engineering lb plf ft H 10 083 ft psf psi plf psf ft lb plf ft H 10 083 ft 144 F' Cp F' c F' 365 psi Pmax Fc A Pmax 11054 lb (Maximum post Capacity) 10/23/2007 Residential Engineering Group LLC 1875R 2 mcd Residential Engineering Group Maximum Load For 3 -2x6 HF #2 Built u Wood Post psi p psf 144 plf psf ft lb plf ft H 10.083 ft F 1300.psi CD 1 CFb 1 CM 1 C 1 CL 1 CFc 1 1 E'•= 1300000.psi J F' c F CD CF F' c 1430 psi 3 -2x6 Built Up Post Properties Axial Load Capacity Slenderness Ratio (SL) SL H C•= 0.8 KCE• =0.3 KCE•E' FCE FCE 806 psi SL` Maximum Load For 2 2x6 HF #2 Built up Wood Post Axial Load Capacity Slenderness Ratio (SL) H SL• h FCE KCE•E SL F' Cp F' C 0 8 KCE 0.3 FCE 806 psi F' 682 psi Pmax F' A PROJECT 1875/2 Kf 1 0 (Kf 0.6 for unbraced nailed built up posts 0.75 for bolted) h (5.5) in t 3•(1.5) in A• =th 3 I I= 62.4in 12 2 1 FCE 1 FCE FCE S I 2 S 22 7 in F' F' F' h Cp 2C 2C C Kf C =048 F' C F' c F' 682 psi Pmax F'c A Pmax 16871 lb (Maximum post Capacity) F 1300-psi CD 1 CFb 1 CM 1 C 1 CL 1 C F c 1 1 E' 1300000 psi F' c F CD CF F' c 1430 psi 2 2x6 Built Up Post Properties Kf 1 0 (Kf 0 6 for unbraced nailed built up posts 0 75 for bolted) h 5.5- in t (2) 1.5•in A 24.8 in A 16.5111 A• =th 3 I•= th I= 4161n 12 FCE FCE 2 F CE S 12 S 15 1 in l 1 h c c F C c K P 2C 2C C f Cp =048 10/23/2007 Residential Engineering Group LLC 1875R -2 mcd 4 1 Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax 253 284 -3183 Designer TRUC NGUYEN Engineering psf psi plf psf ft lb plf ft H 10.083 ft 144 Pmax 11247 lb (Maximum post Capacity) Residential Ergneenng Group Maximum Load For 3 -2x4 HF #2 Built up Wood Post PROJECT 1875/2 psf psi plf psf ft 144 F 1300•psi CD 1 CFb 1 CM 1 C 1 CL 1 CF 1 1 E'•= 1300000•psi 3 -2x4 Built Up Post Properties F "c F CD CFc Axial Load Capacity Slenderness Ratio (SL) F' 1430 psi Pmax Pc A F' Cp F' c F' 309 psi Kf 1 0 (Kf 0 6 for unbraced nailed built up posts 0.75 for bolted) h 3.5•in t 3 1.5•m SL H h C 0.8 KCE 0.3 2 A• =th A 15 8 in E' FCE E FCE 326 psi t h 4 SL I I =161ro 12 N2 FCE FCE FcE S 12 S 9.2 in 1 1 h F' c F' c F' c Cp 2 C 2.0 C Kf Cp 0.22 P 4871 lb (Maximum post Capacity) Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax 253 284 -3183 Designer TRUC NGUYEN Engineering lb plf ft F1 10 083 ft Maximum Load For 2 2x4 HF #2 Built u Wood Post psi p psf 1 plf psf ft lb plf ft H 10 083 ft F 1300-psi CD 1 CFb 1 CM 1 Ct 1 CL 1 CF 1 1 E'•= 1300000•psi 2 2x4 Built Up Post Properties F' c F CD CFc Axial Load Capacity Slenderness Ratio (SL) F' 1430 psi Kf 1 0 (Kf 0.6 for unbraced nailed built up posts 0 75 for bolted) h 3.5•in H t (2) 1.5-in SL C 0 8 KCE 0.3 h A• =th A 10.5 in l FCE FCE 326 psi I t h I 10 7 m SL 12 FCE F CE 2 F CE S Ih S 6.1 m 1+ 1+ C F C F c F c Kf Cp 0.22 2C 1 2C C F' C F' c F' 309 psi P,nax Pc A Pmax 3247 lb (Maximum post Capacity) 0/23/2007 Residential Engineering Group LLC 1875R 2 mcd Maximum Load For 4x4 HF #2 Treated Foundation Post F 1040•psi CD 1 CFb 1 CM 1 C 1 CL 1 CF 1 E 1235000 psi 4x4 Treated Wood Post Properties F' F CF, F' c 1040 psi Axial Load Capacity Slenderness Ratio (SL) H SL h Residential Engineering Group C•= 0.8 KCE• =0.3 KCE'E' 3 FCE FCE 436 psi I t h SL` 12 2 I2 FCE FCE FCE S 1 1 h F F'c F'C Cp 2 C 2 C C Kf Cp 0.37 F' Cp F' c F' =390 psi Pmax F' A Maximum Load For 4x4 HF #2 Treated Deck Post F 1040.pst Cp 1 CFb 1 CM 1 C 1 CL 1 CF 1 E 1235000 psi F' F CD CFc F' 1040 psi 4x4 Treated Wood Post Properties Axial Load Capacity Slenderness Ratio (SL) SL H C 0 8 KCE 0.3 FCE C•= KCE•E' SL FCE =310 psi 2 FCE FCE FCE 1 1 F' c F' c F' 2C 2�C C F' C F' c F' 288 psi Kf Pmax Pc A PROJECT 1875/2 Kf =1 h 3.5-in t 3.5-in A =th Pmax 4772 lb (Maximum post Capacity) Kf 1 0 h•= 3.5•in t 3.5•in A t h 3 I th I= 12.5in 12 I2 S• h C 0.28 psf psi plf psf ft lb plf ft H 8.5•ft 144 (Kf 0 6 for unbraced nailed built up posts 0 75 for bolted) A= 12.3 in 2 I= 12.5in S 7 1 in psf psi plf psf ft lb plf ft H 10.083 ft 144 (Kf 0 6 for unbraced nailed built up posts 0 75 for bolted) A= 12.3 m S 7 1 in 3 Pmax 3528 lb (Maximum post Capacity) 10/23/2007 Residential Engineering Group LLC 1875R 2.mcd Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN Engineering