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Home My WebLink About1010 Cathleen St Technical - BuildingTECHNICAL Permit (Y1— 99 9 Address I o to Ca-N-eev) o Project description \0_,w f 1►rn1 J Resk e2. Date the permit was finaled o 2-7:7-01 Number of technical pages (o3 1901 Center Street Phone 253 284 -3100 Residential Engineering Group LATERAL ANALYSIS BEAM CALCULATIONS EXPIRES JUNE 5 2009 IF THIS SIGNATURE IS NOT IN COLOR, DO NOT ACCEPT FOR PERMIT SUBMITTAL. PROJECT Plan 1819/2A July 31, 2007 2006 INTERNATIONAL BUILDING CODE 100 MPH WIND EXPOSURE B K=1 00 SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D, /D, Subvh1i4ea 211•416 67-99 9 101 o Cathleen SE' GT- 1 819 finA 6 Tacoma, WA 98409 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 25 PSF (Snow) 15 PSF Total 40 PSF (Reducible) 100 PSF WOODS JOISTS OR RAFTERS 2X. BEAMS OR HEADERS 4X 6X OR LARGER LEDGERS AND TOP PLATES STUDS 2X4 OR 2X6 POSTS 4X4 4X6- 6X6- PROJECT PLAN 1819/2A GLUED LAMINATED (GLB) BEAM HEADER. Fb =2,400 PSI Fv =165 PSI Fc (Perp) =650 PSI E =1 800 000 PSI PARALLAM (PSL) 2 OE 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 WOOD TYPE -HF #2 -DF #2 -HF #2 -HF #2 -HF #2 HF #2 DF #1 TRUSSES. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A REGISTERED DESIGN PROFESSIONAL REGISTERED IN THE STATE OF WASHINGTON TRUSS DESIGNS SHALL AOMPLY 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 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 7/27/2007 Residential Engineering Group LLC 1819- 2A.mcd Residential Engineering Group 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 FAMILY DWELLING LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT ABOVE GRADE Seismic Desian Data. -Soils Site Class D (Assumed) Seismic Design Category D /D IE 1 0 For Seismic Use Group I occupancy (ASCE 7 -05 Table 11 5 -1) R 6.5 Light Framed Walls w/ Wood Shear Panels (ASCE 7 -05 Table 12.14 -1) S 1.58 Mapped Maximum Considered Earthquake Spectral Response Acceleration Short- Period Si 04 F 1 01 F 1.5 W w Equation 16 -37 Equation 16 -38 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 Roof Slope Adjustment Factor Plan Area for Each Level 1106ft S /(Upper Roof area) Al 1077ft S (Lower Roof area) A3 1357ft S (Lower Roof area W/ Option) Sms Ss Fa Sms 1 6 Sm1 Si Fv Sm1 0.6 Alb 538ft (Upper Floor area) PROJECT PLAN 1819/2A 1 S` cos atan 11 JJ A2 756ft (Upper Floor area w/ Option) Equation 16 -39 Equation 16 -40 S =112 7/31/2007 Residential Engineering Group LLC z 2 SDS 3 Sms 2 SDI 3 Sml Plan Perimeter for Each Level PI 2(28ft) 2(40ft) (Upper Floor) P2 2(44ft) 2(48ft) (Main Floor) P3 2(56ft) 2(48ft) (Main Floor w/ Option) Residential Engineering Group LLC' 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax 253 284 -3183 Designer TRUC NGUYEN SDS 1 06 SDI =04 1819- 2A.mcd Shear at each Level F 1 1 Residential Engineering Group (F SDS.wl) VIE R E S DS W2 V2E R EF S DS w 3)1 V3E Total Base Shear W (w1 w3) lOpsf 5 ft P3 "F SDS W� VE•= R l r l VIE 4563 6616 V2E 8174 1 lb V3E 9235.561b PROJECT PLAN 1819/2A Weight of Structure at Each Level Story Weight at Upper Floor wl 15 psf (A1) 10•psf 5 ft (P1) Story Weight at Main Floor w2 15•psf (A2a) 15psf (A2c) 10•psf•[5 ft (P1) 5ft (P2)1 Story Weight at Main Floor w/ Option. w3 15.psf (A3) 15psf (A2c) 10•psf•E5 ft (PI) 5ft (P3)] F =1 0 for one -story building F =1 1 for two -story building F =1.2 for three -story building VE 15671 63 lb Equation 12.14 -11 Story Shear at Upper Floor Story Shear at Main Floor Story Shear at Main Floor w/ Option Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN Weight of floors include weight of floor framing flooring material insulation and 5psf for miscellaneous partition walls 7/31/2007 Residential Engineering Group LLC 1819- 2A.mcd 3 Residential Engineering Group WIND EXPOSURE B h•= 22 ft V 100 Kd 0 85 'h0 Kh 2.01 z i x 1 O Lh 1 Oft �H Kt 0.85 Lh� Mean Roof Height as per Sec. 6.2 Wind Speed Miles per Hour (Figure 6 -1) Wind Directionality Factor (Table 6 -4) K� 0.85 Kh 0 64 K (1 K1 K2-K3) K 1 Internal Pressure Coefficients (Figure 6 -5) GC 18 +1 K�•= 1 x µLh/ PROJECT PLAN 1019/2A WIND DESIGN USE ANALYTICAL PROCEDURE OF ASCE 7 -05 SECTION 6 5 ENCLOSED BUILDING LESS THAN 60 FEET IN HEIGHT I 1.0 Important Factor (Table 6 -1). z 1200ft Per Table 6 -2 z 1200ft a 7 0 for Exposure B a' -70 z 900ft &a= 95 for Exposure C Velocity Pressure Exposure Coefficient (Table 6 -3) Topographic Factor (K (Figure 6 -4): 2 -D Escarpment with building downwind of crest for Exposure C H 1 Oft z 15ft K2 0 75 y• =2.5 =4 External Pressure Coefficients w/ Roof Pitch 6/12 (26 6 degrees) Front to Back 6/12 (26 6 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 L tb L.. L}b 48ft B }b 56ft 0.86 h 0 46 L„ 56ft Bss 48ft ti5 1 17 h 0.39 Bfh Ltb Bss Lss 1 GC 8 Windward Wall GC .8 Windward Wall GC .21 Windward Roof GC .24 Windward Roof GCp}3 6 Leeward Roof GC 6 Leeward Roof GCpt4 –.5 Leeward Wall GC –48 Leeward Wall Velocity Pressure q Evaluated at Mean Roof Height (h) (Equation 6 -15) qh 0 00256 Kh Kzt Kd•V I qh 13.95 Design Wind Pressures p g g (Equation 6 -18) 7/31/2007 Residential Engineering Group LLC 1819- 2A.mcd y z) Lh K3• =e Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax, 253.284 -3183 Designer' TRUC NGUYEN K3 0 I&WT OVATION FRONT ELgvATION 2. 1 1 6 l 77 Cf e cr 7C6 S 5 -1- I a, c ("I e- Asnoti wAogNi 6 APPROX GRTD TOP PLATE SUB FLOOR FOP PLATE SUB FLOOR APFwi. uN+Lc I 3 TRIM BD. ON 5/4 X 8 BARGE BD. TTP 4 '1f BROW ELFVATION OPTION IGWT gvATION OPTION X. GRADE l h to Residential Engcnecnng Group The Internal Pressures on Windward and Leeward Walls Roofs will offset each other for the lateral design of the overall building and will therefore be ignored for this application. Front to Back. Pfl qh (GCpfi)•Psf Pf2 qh (GC psf Pf3 qh (GCO3) psf pf4 qh (GC04) psf Pfl 11 161b ft 2 Pf2= 2.931bft pf3 -8.37 lb ft 2 pf4 —6.98 lb ft 2 Wind Pressure at Ulmer Floor Wall Roof (Front to Back). VI W (1 42 pt3) 166ft (pfl Pf4) 175 ft Wind Pressure at Main Floor Walls (Front to Back). V2W (pf3 pf3) 101 ft 2 (pfl pf4) 380•ft Wind Pressure at Upper Floor Walls &Roof (Side to Side): 2 2 V3W (Ps2 Ps3) 87ft �Psl Ps4) 278ft Wind Pressure at Main Floor Walls (Side to Side). V4W (Ps2 Ps3) (Psi Ps4)-387 ft Wind Pressure at Main Floor Walls w/ Option (Front to Back): V5W (pc po)• 101 ft (Pfl Pf4)• ft V 1 W 5050 09 lb V3W 5984.32 lb V5W 9484 75 lb PROJECT PLAN 1819/2A Wind Pressure at Main Floor Walls w/ Option (Side to Side): V6W (Ps2 Ps3) 65ft 2 (Psi Po) 387 ft 2 Windward Wall Windward Roof Leeward Roof Leeward Wall Side to Side psi qh (GC psf Ps2 qh (GCps2) psf Ps3 qh (GCps3) psf Ps4 qh (GC psf VI Sri 5050 09 lb V2W 8033 73 lb V3W 5984.32 lb V4W 7520 72 lb V5W 9484 75 lb Vow 7673 071b I But not less than 10 psf over the projected vertical plane 7/31/2007 Residential Engineering Group LLC Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Designer' TRUC NGUYEN Psi 11 161bft 2 ps2 3.35 lb ft 2 p —8.37 lb ft 2 Ps4 6 7 lb ft 2 V2W 8033 73 lb V4W 7520 72 lb V6W 7673 07 lb Windward Wall Windward Roof Leeward Roof Leeward Wall 1819- 2A.mcd 4 R tl p o 110 t2 W Residential Engineering Group WALL AA. Story Shear due to Wind Bldg Width in direction of Load L 40.ft Shear Wall Length Laa (4 3)ft Laa 7 ft Percent full height sheathing 7 ft) 13 ft 100 53.85 IBC Table 2305 3 8 2 Wind Force vaa vaa 160.29 lb ft vaa 200.37 lb ft C Overturning Moment on 13ft Wall. Plate Height: Pt 8 1 ft L 7 ft OTM vaa L Pt OTM 9088 68 lb ft Dead Load Resistina Overturnina: WR 0 6(15.psf) 13-ft L 0 6•(10•psf) Pt L 0 6•(10psf)•0ft Laa DLRM WR L 2 a DLRM 4057.2 lb ft Holdown Force Net Uplift: HDFaa OTM DLRM Co Laa V3W 5984.32 lb V3W L1 VIE 1 -1 Lt 2 0 7p L 2 Seismic Force p 1 0 E t Laa Laa HDFaa 898 48 lb Base Plate Nail Soacina (2005 NDS Table11 Nl 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 B CD.ZN Co B 0.97 ft Per Nail vaa PROJECT PLAN 1819/2A Story Shear due to Seismic: VIE 4563 66 lb Distance between shear walls. E 96.26 lb ft I rn Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax: 253 284 3183 Designer TRUC NGUYEN L1 15•ft Laa 4 3 6 ft X 8.1)_ Max Opening Height 4ft, Therefore C 0.8 per Eaa I 120.33 lb ft 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 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 6 87 ft Per Bolt vaa Shear Wall Summary: Wind Force Seismic Force* B.P. Nailing Spacina A.B. Spacing Holdown Force vaa 200.37 lb ft 1 Eaa 120.33 lb ft 1 Bp 0.97 ft As 6.87 ft HDFaa 898 48 lb C Co 16d 12' o.c. 5/8 A.B. 72' o.c. Holdown Types MSTC28 7/31/2007 Residential Engineering Group LLC 1819- 2A.mcd WALL BB. Residential Erglrleenng Group Story Shear due to Wind V3W 5984.32 lb Bldg Width in direction of Load Percent full height sheathing 6•ft 100 50 ,12 ft Wind Force vbb V3W L1 L 2 Lbb vbb 174.54 lb ft vbb 218 18 lb ft I C DLRM WR L b b DLRM 1198.8 lb ft 2 Holdown Force Net Uplift: OTM DLRM HDFbb Co Lbb 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 CD ZN C B vbb Shear Wall Summary: Wind Force vbb 218 18 lb ft C B =089 ft Seismic Force: E b b 157.23 lb ft I C L 40.ft HDFbb 1517 491b Per Nail PROJECT PLAN 1819/2A Seismic Force Overturning Moment on 12ft Wall. Plate Height: Pt 8 1 ft Lbb 6.ft OTM vbb Lbb Pt OTM 8482.77Ibft Dead Load Resisting Overturnina: WR 0 6(15•psf) 2 ft Lbb 0.6•(10•psf) Pt Lbb 0.6•(10psf) Oft Lbb Story Shear due to Seismic: Distance between shear walls. Ebb 125 79 lb ft I A 860 lb ZB C As vbb Shear Wall Length Lbb, (3 3)ft Lbb, 6 ft Lbb 3( 2 ft 8.1 p 1 0 B.P. Nailina Spacing A.B. Spacing B =089 ft As =6.31 ft 16d 8' o.c. 510' 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 L1• =14.ft Max Opening Height 4ft -Oin Therefore C 0.8 per IBC Table 2305 3.8.2 Ebb VIE L1 0 7p L t 2 Lbb Ebb I 157.23 lb ft C VIE 4563 661b 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 CD• =16 Zg =A As 6.31 ft Per Bolt Holdown Force Zg 13761b Holdown Types HDFbb 1517 491b Simpson ST2215 7/31/2007 Residential Engineering Group LLC 1819 2A.mcd WALL CC. Residential Engineering Group Story Shear due to Wind Bldg Width in direction of Load L 28 ft Shear Wall Length Lcc (14.5 18.5)ft Percent full height sheathing 10.ft 100 100 Max Opening Height Oft, Therefore C 1 per 10•ft) IBC Table 2305 3 8.2 Wind Force vcc ViW L1 L 2 Lcc Overturning Moment on 14.5ft Wall. Plate Height: Pt 8 1 ft Lcc 14.5 ft OTM vcc Lcc Pt OTM 3851.51 lb ft Dead Load Resistino Overturnina: WR'= 0.6(15.psf) 2 ft L 0 6•(10•psf) Pt L 0 6•(10psf)•0ft Lcc DLRM WR 2c DLRM 7001.32 lb ft Holdown Force Net Uolift: OTM DLRM HDFcc C Lcc VI w 5050 09 lb vcc 32 79 lb ft I vcc 32.79 lb ft I E 2074lbft I C Co HDFcc 217.23 lb PROJECT PLAN 1819/2A Distance between shear walls. L1 12 ft Lcc 33 ft Lcc Lcc Seismic Force p 1.0 Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN Story Shear due to Seismic' VI E 4563 66 lb E cc 20 74 lb ft I VIE 1 -1 0 7p L t 2 Lcc P1 -6 7/16' Sheathing w/ 8d nails 6' 0 C. Wind Capacity 339 Of Seismic Capacity 242 plf Base Plate Nail Soacina (2005 NDS Table11 N1 Anchor Bolt Spacing (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 ZN 122 lb CD 1 6 A 860 lb CD 1 6 Zg A CD Zg 1376 lb CD ZN C Z B C Bp 5.95 ft Per Nail As Bp As 41.96 ft Per Bolt vcc vcc Shear Wall Summary: Wind Force Seismic Force B.P. Nailing Spacing A.B. Spacing Holdown Force vcc 32 79 lb ft 1 Ecc 20 74 lb ft 1 Bp 5.95 ft As 41 96 ft HDFcc 217.23 lb Co CO 16d 16" o.c. 5/8" A.B. 72' o.c. Holdown Types no holdown 7/31/2007 Residential Engineering Group LLC 1819- 2A.mcd Residential Engineering Group WALL DD: Story Shear due to Wind Bldg Width in direction of Load L 28 ft Distance between shear walls. L1 16-ft Shear Wall Length Ldd (26)ft Ldd 26ft Ldd Ldd Percent full height sheathing 10.ft' 100 100 Max Opening Height Oft -Oin, Therefore C 1 00 10-ft, per IBC Table 2305 3 8.2 Wind Force vdd Vi 1 1 L 2 Ldd vdd 55.5 lb ft vdd 55.5 lb ft C Overturning Moment on 26ft Wall. DLRM WR Ldd DLRM 22510 8 lb ft Holdown Force Net Uplift: OTM DLRM HDFdd Co L dd Viw 5050 091b PROJECT PLAN 1819/2A Plate Height: Pt 8 1 ft Ldd 26.ft OTM vdd Ldd-Pt OTM 11687.34 lb ft Dead Load Resistino Overturnina. WR 0.6(15.psf) 2 ft Ldd 0 6.(10.psf) Pt Ldd 4- 0 6•(10psf) Oft Ldd HDFdd 416.29 lb Seismic Force p 1 0 Edd 35 11 lb ft I ('A Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Designer TRUC NGUYEN Story Shear due to S. ,mic: VIE 4563 66 lb Edd =35 11 lb ft C VIE LI 0 7p L t 2 Edd Ldd, 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 N1 Anchor Bolt Spacing (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 ZN 122 lb CD 1 6 A 860 lb CD 1 6 ZB A CD ZB 1376 lb CD ZN C ZB Co B B p 5.56 ft Per Nail As As 39.2 ft Per Bolt Bp Edd Edd Shear Wall Summary: Wind Force Seismic Force B.P. Nailina SDacincl A.B. Spacing Holdown Force vdd 55.5 lb ft 1 Edd 35 111b ft 1 B 5.56 ft As 39.2 ft HDFdd 416.29 lb CO CO 16d 16' o.c. 5/8' A.B. 72' o.c. Holdown Types No Holdown 7/31/2007 Residential Engineering Group LLC 1819 2A.mcd Residential Engineering Group WALL EE. Story Shear due to Wind V3W 5984.32 lb Story Shear due to Seismic: VIE 4563 66 lb Bldg Width in direction of Load L 40-ft Shear Wall Length Lee (4)ft Percent full height sheathing' 10•ft 100 100 (10 ft per IBC Table 2305 3 8.2 Wind Force vee V3W Ll L2 L 2 Lee vee 467.52 lb ft I v 467.52 lb ft l E„ 249.58 lb ft I C Overturnina Moment on 4ft Wall. Plate Height: Pt 8 1 ft L 4 ft OTM vee•L Pt OTM 15147.8 lb ft Dead Load Resistino Overturnina: WR 0 6(15•psf) 13 ft L 0 6•(10•psf) Pt L 0 6•(10psf)•0ft Lee DLRM WR L 2 e DLRM 1324.8 lb ft Holdown Force Net Uplift: OTM DLRM HDFee Co Lee HDFee 3455 75 lb Base Plate Nail Spacing (2005 NDS Tablel 1 N) 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 CD ZN C Bp B 0 42 ft vee Shear Wall Summary: Wind Force Seismic Force vee 467.52 lb ft 1 C E e e 249.58 lb ft C Per Nail PROJECT PLAN 1819/2A Distance between shear walls. Lee 4 ft Lee (4)ft Seismic Force p 1 0 vee B.P. Nailina Spacing A.B. Spacing Holdown Force B 0 42 ft As 2 94 ft HDFee 3455 75 lb 16d 4 o.c. 5/8' A.B 32' o.c. Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN LI 14 -ft L2 11 ft Max Opening Height Oft -Oin Therefore C 1 0 Eee C o Eee VIE LI L2 0 7p L 2 Lee 249.58 lb ft 1 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 ZB C, As 2.94 ft Per Bolt Holdown Types MST48 7/31/2007 Residential Engineering Group LLC 1819- 2A.mcd Residential Engineering Group WALL FF. Story Shear due to Wind Bldg Width in direction of Load L 40•ft Shear Wall Length Lff, (7)ft Percent full height sheathing (10-ft) 100 Wind Force vff DLRM WR Lff DLRM 4057.2 lb ft Holdown Force Net Uplift: OTM DLRM HDFff C o L ff V3W L1 L2 L 2 Lff ZN 122 lb CD 1 6 Bp CD vff Co B =07ft V3W 5984.32 lb HDFff 1670.93 lb Per Nail PROJECT PLAN 1819/2A Story Shear due to Seismic: Distance between shear walls. Lff, 7 ft Lff Lff 100 10•ft per IBC Table 2305 3.8 2 vff 277 841b ft vff 277.84 lb ft C Overturnina Moment on 7ft Wall. Plate Height: Pt 8 1 ft Lff 7 ft OTM vff Lff•Pt OTM 15753 71 lb ft Dead Load Resisting Overturnina. WR 0 6(15•psf) 13 ft Lff 0 6•(10•psf) Pt Lff 0 6•(10psf) Oft Lff Seismic Force p 1 0 Eff 148.32 lb ft 1 Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN L1• =15•ft L2• =11ft Max Opening Height Oft-Oin Therefore C 1 0 Eff Eff 148.32 lb ft C VIE 4563 66 lb VIE L1 L2 0 7p Lt 2 Lff P1 -6 7/16' Sheathing w/ 8d nails 6' 0 C. Wind Capacity 339 plf Seismic Capacity 242 plf Base Plate Nail Soacina (2005 NDS Table11 N1 Anchor Bolt Spacing (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 As Zg C° As 4 95 ft Per Bolt vff ZB 1376 lb Shear Wall Summary: Wind Force Seismic Force. B.P. Nailina Spacina A.B. Spacing Holdown Force Holdown Types vff 1 Eff I B 0 7 ft As 4 95 ft HDFff 1670 93 lb MST37 ST2215 277.84 lb ft 148.32 lb ft Co CO 16d 8' o.c. 5/8' A.B. 54 o.c. 7/31/2007 Residential Engineering Group LLC 1819- 2A.mcd -v; Residential Engneering Group WALL GG. Story Shear due to Wind Bldg Width in direction of Load L 28 ft Shear Wall Length Lgg,,, (8 13)ft Percent full height sheathing 10•ft 100 10-ft Wind Force vgg vgg 120.24 lb ft I DLRM WR Lgg VI L1 L2 L 2 Lgg 2 Holdown Force Net Uplift: Base Plate Nail Soacina (2005 NDS Table11 N) 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 CD ZN Co Bp B 1 62 ft Per Nail vgg Shear Wall Summary: DLRM 5011.2 lb ft OTM DLRM HDFgg HDFgg 347.55 lb C o L gg Wind Force Seismic Force v g g 120.241b ft I Egg I 76 06 lb ft C C Vl W =-5050 09 lb PROJECT PLAN 1819/2A Overturnina Moment on 8ft Wall. Plate Height: Pt 8 1 ft Lgg 8 ft OTM vgg-L Pt OTM 7791.56 lb ft Dead Load Resistina Overturnina. WR 0 6(15.psf) 12 ft Lgg 0 6•(10•psf) Pt Lgg 0.6•(10psf) Oft Lgg Story Shear due to Seismic: Distance between shear walls. Lgg,,, 21 ft Lgg Lgg,,, Seismic Force p 1 0 16 Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 3100 Fax. 253 284 -3183 Designer TRUC NGUYEN L1 12 ft L2 16-ft Max Opening Height Oft -Oin Therefore C 1 0 /o= 100 per IBC Table 2305 3.8.2 E Co 120.241b ft I E gg 76 06 lb ft I C gg 76 061b ft I 0 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 CD 1 6 ZB A CD ZB 1376 lb As ZB C0 As 11 44 ft Per Bolt vgg B.P. Nailing Spacina A.B. Spacina Holdown Force B 1 62 ft As 11 44 ft HDFgg 347.55 lb 16d 16' o.c. 5/8' A.B. 72' o.c. VIE 4563 66 lb VIE Li L2 0 7p L 2 Lggs Holdown Types NO HOLDOWN 7/31/2007 Residential Engineering Group LLC 1819- 2A.mcd IC 1 KITCHEN I 0 ti+ 33 I. LI 4 NOOK PATIO 1 114S DINING ROOM LIVING ROOM 4 t1- 4174 f-',1 MAIN FLOOR_B_AN FAMILY ROOM e. FOYER IMPB `CvD PORCH 6 3 r V., f MASTER BEDROOM -3 n I QL‘ I TY IJ 4 75 012 C 1,, req 2 CAR GARAGE `=1 W.I.C. MSTR BATH 19) 4c ,e WALL A. Wind Force va Residential Engineering Group Story Shear due to Wind V4W 7520 72 lb Bldg Width in direction of Load L 48 ft Shear Wall Length La (4 3 6 4)ft La 17 ft Overturnina Moment on 13ft Wall. Plate Height: Pt 8 1 ft L 7 ft OTM va. L Pt OTM 8445 61 lb ft Dead Load Resistina Overturnina. WR 0 6(15 psf) 13•ft L 0 6•(10•psf) 2Pt L 0 6•(10psf) 8ft L L DLRM WR 2 Holdown Force Net Uplift: HDFa OTM DLRM HDFaa C L Overturning Moment on 18ft Wall. Plate Height: Pt 8 1 ft L 10• ft OTM va-L Pt OTM 12065 161b ft Dead Load Resisting Overturning: WR 0 6(15 psf) 13 ft L 0 6.(10-psf) 1 Pt L 0 6•(10psf) Oft L HDFa I OTM DLRM C L DLRM 6423.9 lb ft L DLRM WR DLRM 82801b ft 2 Holdown Force Net Uplift: PROJECT PLAN 1819/2A Story Shear due to Seismic Distance between shear walls. HDFa 1396 44 lb HDFa I 652.61 lb Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Designer* TRUC NGUYEN LI 18.ft La 4 +3/ 6 +6 +4 ft 81) height sheathing. 7 ft Max Opening Height 6ft -8in Therefore C 0.58 Percent full hei 9 g. /o 100 53.85 13•ft per IBC Table 2305 3.8 2 V4W Li V2E 1 1 vaa Laaw Lt 2 E Laa 0 7p L 2 p 1 0 E Seismic Force t Law Las va 148.95 lb ft I va 256.81 lb ft I E 103 06 lb ft I Ea 177 691b ft I C C V2E 8174 1 lb P1 6. 7/16' Sheathing w/ 8d nails 6' 0 C. Wind Capacity 339 plf Seismic Capacity 242 plf 7/31/2007 Residential Engineering Group, LLC 1819- 2A.mcd Residential Engineering Group 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 0 76 ft Per Nail va Shear Wall Summary: PROJECT PLAN 1819/2A Anchor Bolt Spacing (2005 NDS Table 11E) 5/8' Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860•Ib ZB C As va 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 CD 1 6 ZB A CD As 5.36 ft Per Bolt Wind Force. Seismic Force. B.P. Nailina Soacina A.B. Soacina Holdown Force va 256.81 lb ft 1 E 177 691b ft 1 B 0 76 ft As 5.36 ft HDFa 1396.44 lb Co Co ZB 1376 lb Holdown Tvoes STHD8RJ Holdown Tvoes. HDFa 1 652.61 lb no holdown 7/31/2007 Residential Engineering Group LLC 1819- 2A.mcd Residential Engineering Group WALL B. Story Shear due to Wind V4W 7520 72 lb Story Shear due to Seismic' V2E 8174 1 lb Bldg Width in direction of Load L 48 ft Shear Wall Length Lb (3 3)ft Lb 6 ft Percent full height sheathing 10 ft1 100 100 ,10•ft Wind Force. vb vb 331.22 lb ft 1 vb 331.221b ft PROJECT PLAN 1819/2A V2E L1 Ebb Lbb 0 7p L 2 Seismic Force p 1 0 Eb Lbw Lbs V4W Li vbb Lbb L 2 Eb Eb 286 71 lb ft 1 Co 286 71 lb ft 1 C Overturning Moment on 3ft Wall. Plate Height: Pt 8 1 ft Lb 3 ft OTM vb.Lb Pt OTM 8048 75 lb ft Dead Load Resisting Overturnina. WR 0 6(15 psf) 2 ft Lb 0.6.(10•psf) 2Pt Lb 0 6.(l0psf) 7ft Lb Lb WR 2 DLRM 707 4lb ft Holdown Force Net Uplift: OTM DLRM HDFb HDFbb C Lb Base Plate Nail Spacing (2005 NDS Table11 NI 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 B CD ZN Co B 0.59 ft Per Nail Bp vb P Distance between shear walls. L 1 12 ft HDFb 3964.61 lb 1 As vb Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN Lb, 3 2 ft ,8.1 Max Opening Height Oft -Oin Therefore C 1 0 per IBC Table 2305 3.8.2 P1 -4 7116' Sheathing w/ 8d nails 4 0 C. Wind Capacity 494 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 1376lb ZB As 4 15 ft Per Bolt Shear Wall Summary: Wind Force Seismic Force. B.P. Nailina Soacina A.B. Spacing Holdown Force Holdown Tvoes. vb 1 Eb 1 B 0.59 ft As 4 15 ft HDFb 3964 61 lb Simspon STHD14RJ 331.22 lb ft 286.71 1b ft p Co CO 16d 6' o.c. 5/8' A.B. 48' o.c. 7/31/2007 Residential Engineering Group LLC 1819- 2A.mcd WALL C. Residential Ene Group Story Shear due to Wind V2W 8033 73 lb Bldg Width in direction of Load L 44•ft Shear Wall Length Lc (9 67 6 14.33)ft Wind Force vc V2W LI vcc Lcc L 2 L DLRM WR DLRM 54540 lb ft 2 Holdown Force Net Uplift: OTM DLRM HDFc C L HDFc 1481.96 lb Base Plate Nail Soacina (2005 NDS Tablet l N1 '16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1.6 CD ZN C Bp Bp 2.23 ft Per Nail vc PROJECT PLAN 1819/2A vc 72.59 lb ft I vc 87 46 lb ft 1 C Overturning Moment on 38ft Wall. Plate Height: Pt 8 1 ft L 30• ft OTM vc L Pt OTM 17639 13 lb ft Dead Load Resisting Overturning. WR 0 6(15•psf) 2 ft L 0 6•(10•psf) 2Pt L 0 6•(10psf) 1 ft L Distance between shear walls. L1 12 ft Lc 30 ft Lc Lc E 48 83 lb ft I 71 Residential Engineering Group LLC 1901 Center Street Tacoma WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Designer TRUC NGUYEN Story Shear due to Seismic: V2E 8174 1 lb Percent full height sheathing 30•ft 100 78.95 Max Opening Height 5ft, Therefore C 0.83 38•ft) per IBC Table 2305.3 8.2 Ec I 58.831b ft C V2E 1 1 E Lcc 0 7p Lt 2 Seismic Force p 1 0 E Lc W Lcs P1 -6. 7/16' Sheathing w/ 8d nails 6' 0 C. Wind Capacity 339 plf Seismic Capacity 242 Of Anchor Bolt Spacing (2005 NDS Table 11E1 5/8 Dia. Bolt (6' Embed) 1 1/2' Plate Hem -Fir A 860•Ib CD 1 6 ZB A CD ZB 1376lb As ZB CO As 15 73 ft Per Bolt vc Shear Wall Summary: Wind Force Seismic Force B.P. Nailina Spacing A.B. Soacina Holdown Force Holdown Types vc i E c 1 Bp 2.23 ft As 15 73 ft HDFc –1481 96 lb no holdown 87 46 lb ft 58 83 lb ft C° cO 16d @I6" o.c. 5/8" A.B. 72" o.c. 7/31/2007 Residential Engineering Group LLC 1819- 2A.mcd Residential Engineering Group WALL D. Story Shear due to Wind V2W 8033 73 lb Bldg Width in direction of Load L 44•ft Shear Wall Length Ld (48)ft Percent full height sheathing" 10 ftl 100 100 10 ft per IBC Table 2305 3 8.2 Wind Force vd vd 38 041b ft vd 38 041b ft Co Overturnina Moment on 48ft Wall. Plate Height: Pt 8 1 ft Ld 48.ft OTM vd Ld•Pt OTM 14789.37 lb ft Dead Load Resisting Overturnina. WR 0 6(15•psf) 2 ft Ld 0 6•(10•psf) IPt Ld 0 6•(10psf) Oft Ld Ld DLRM WR 2 V2W L1 L 2 Ld Holdown Force Net Uplift: OTM DLRM HDFd Co Ld 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 C Ed B Shear Wall Summary: C Wind Force Seismic Force. vd 38 04 lb ft DLRM 76723.2 lb ft B 7.21 ft Ed 1 27 091b ft C HDFd 1290.29 lb Per Nail PROJECT PLAN 1819/2A Distance between shear walls. Ld 48 ft Ld Ld Seismic Force p 1 0 Ed 27.09 lb ft I Ed B.P. Nailina Spacing A.B. Soacina Bp 7.21 ft As 50 79 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 Story Shear due to Seismic. V2E 8174 1 lb Li 20.ft Max Opening Height Oft -Oin Therefore C 1 00 Ed Ed 27 09 lb ft Co V2E Li 0 7p L t 2 Ld P1 -6. 7116' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Anchor Bolt Soacina (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 Zg 13761b As ZB Co As 50 79 ft Per Bolt Holdown Force Holdown Tvoes No Holdown HDFd 1290.29 lb 7/31/2007 Residential Engineering Group LLC 1819 2A.mcd WALL E. Residential Engineenng Group Story Shear due to Wind V4W 7520 72 lb Bldg Width in direction of Load Shear Wall Length Le (12.25 4)ft Percent full height sheathing: 16 100 83.33 Max Opening Height 6ft -8in Therefore C 0.85 19.5 ft per IBC Table 2305 3.8.2 Wind Force ve L 48 ft V4W LI vee• Lee L 2 ve 153.651b ft I V 180 771b ft 1 C PROJECT PLAN 1819/2A Le Seismic Force p 1 0 E Les s Overturning Moment on 19.5ft Wall. Plate Height: Pt 8 1 ft L 16.25•ft OTM ve•L Pt OTM 20224.28 lb ft Dead Load Resisting Overturning: WR 0 6(15 psf) 13 ft L 0 6•(10•psf) 2Pt L 0 6•(10psf)•4ft L L e DLRM WR DLRM 31449 84 lb ft 2 Holdown Force Net Uplift: OTM DLRM HDFe 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 CD ZN Co Bp B 1 08 ft Per Nail ve Shear Wall Summary: Wind Force Seismic Force. ve I E e 180 77 lb ft 106.8 lb ft C C Distance between shear walls Le 16.25 ft Le Le E 90 78 lb ft 1 B.P. Nailing Spacing A.B. Spacing B =108 ft As 7 61 ft 16d 12' o.c. 5/8' A.B. 72' o.c. Story Shear due to Seismic- V2E 8174 1 lb Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Designer TRUC NGUYEN L 1 8 ft L2 12 ft Ee 106 8 lb ft Co P1 -6. 7/16' Sheathing w/ 8d nails 6' 0 C. Wind Capacity 339 plf Seismic Capacity 242 plf HDFe –812 71 lb HDFe l HDFee (3455 75) lb E Lee 0 7p V2E 1 I L 2 Anchor Bolt Soacina (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 13761b As ZB Co As 7 61 ft Per Bolt ve Holdown Force Holdown Types. No Holdown HDFe 812.71 lb Holdown Tvnes HDFe 1 3455 751b STHDI ORJ Line up strap above 7/31/2007 Residential Engineering Group LLC 1819- 2A.mcd WALL F. Residential Engineering Group Story Shear due to Wind Bldg Width in direction of Load L 48 ft Shear Wall Length Lf (11.5 4.25)ft Lf 15 75 ft Lf Lf Percent full height sheathin 10•ftl 100 100 9 9 J I 10• ft Wind Force. vf vf 213 02 lb ft of 213.02 lb ft I C Overturnina Moment on 4.25ft Wall. Lf 4.25 ft OTM vf Lf Pt Dead Load Resistina Overturnina. WR 0 6(15 psf) 13•ft Lf 0 6•(10•psf) 2Pt Lf 0 6•(10psf) 2ft Lf Lf DLRM WR 2 DLRM 2042.87 lb ft L DLRM WR 2 Holdown Force Net Uplift: OTM DLRM HDFfI Co Lf vff Lff V4W I-1 L 2 V4w 7520 72 lb DLRM 19123.35 lb ft Lfw Ef Lfs HDFf1 62.55 lb PROJECT PLAN 1819/2A Plate Height: Pt 8 1 ft OTM 7333 15 lb ft Holdown Force Net Uplift: HDFf OTM DLRM HDFf 1244 77 lb C L Overturning Moment on 11.5ft Wall. Plate Height: Pt 8 1 ft Lf 11.5 ft OTM vf Lf Pt OTM 19842 65 lb ft Dead Load Resistina Overturnina. WR 0 6(15•psf) 13 ft Lf 0.6•(10•psf) 2Pt Lf 0 6•(10psf) 12.5ft Lf Distance between shear walls. Seismic Force p 1 0 Ef= 13404lbft I uf Story Shear due to Seismic: Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253- 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN V2E 8174 1 lb L1 18.ft L2 8 ft Max Opening Height Oft -Oin Therefore C 1 00 per IBC Table 2305 3.8.2 Ef 13404lbft C Eff Lff 0 7p V2E L1 L 2 P1 -6. 7/16' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf 7/31/2007 Residential Engineering Group LLC 1819- 2A.mcd Residential Engineering Group LLC PROJECT PLAN 1819/2A 1901 Center Street Tacoma, WA 98409 Residential Tel 253 284 -3100 Fax. 253 284 -3183 Engineering Group Designer TRUC NGUYEN Base Plate Nail Soacina (2005 NDS Table11N1 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN• =1221b CD =16 B CD.ZN C B 0.92 ft Per Nail vf P 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 ZB A CD As ZB CO As 6.46 ft Per Bolt vf ZB 1376 lb Shear Wall Summary: Wind Force. Seismic Force: B.P. Nailing Spacing A.B. Spacina Holdown Force Holdown Types. vf I Ef 1 B 0 92 ft As 6 46 ft HDFf 1244 77 lb MSTC48B3 213 02 lb ft 134 04 lb ft C C oldown Types 16d 8 o c. 5/8' A.B. 72' o c. HDFfi 62.55 lb No Holdown 7/31/2007 Residential Engineering Group LLC 1819- 2A.mcd WALL G. Residential Engineering Group Story Shear due to Wind Bldg Width in direction of Load L 44-ft Shear Wall Length Lg (13 16)ft Percent full height sheathing (10.11 Wind Force vg vg 150 49 lb ft I V2W 8033 73 lb 10. ft V2W L1 L2 vdd Ldd Lt 2 Lg vg 150 49 lb ft I C PROJECT PLAN 1819/2A 100 100 Overturning Moment on 13ft Wall. Plate Height: Pt 8 1 ft L 13 ft OTM vg L Pt OTM 15846.7 lb ft Dead Load Resisting Overturning: WR 0 6(15•psf) 2 ft L 0 6•(10•psf) 2Pt L 0 6•(10psf) 1ft L L WR g DLRM 10241 4 lb ft 2 Holdown Force Net Uplift: HDFg OTM DLRM HDFg 431 18 lb C L Base Plate Nail Spacing (2005 NDS Tablel l N) Anchor Bolt Spacina (2005 NDS Table 11E) 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 ZN 122 lb CD 1 6 CD.ZN C Bp Bp 1.3 ft vg Shear Wall Summary: Wind Force Seismic Force. E vg 150 49 lb ft 1 g 103.221b ft I C C Per Nail B 1.3 ft Story Shear due to Seismic: Distance between shear walls. Lg, 29 ft Lg Lg Max Opening Height Oft -Oin Therefore C 1 00 per IBC Table 2305 3.8 2 Seismic Force. p 1 0 E 103.22 lb ft I A 860•lb ZB C As vg E Eg I 103.22 lb ft C CD 16 ZB• =A CD As 9 14 ft Per Bolt B.P. Nailing Spacing A.B. Spacing Holdown Force 16d 12' o.c. 5/8' A.B. 72' o.c. As 9 14 ft HDFg 431 18 lb Residential Engineering Group, LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN V2E 8174 1 lb L1 20•ft L2 12 ft V2E L L2 Edd•Ldd 0 7p L 2 Lgs P1 -6 7/16' Sheathing w/ 8d nails 6' 0 C. Wind Capacity 339 plf Seismic Capacity 242 plf ZB 1376 lb Holdown TvDes No Holdown 7/31/2007 Residential Engineering Group LLC 1819- 2A.mcd Residential Engineering Group WALL H. Story Shear due to Wind V4W 7520 72 lb Bldg Width in direction of Load Shear Wall Length Lh,,, (1.88 1.88)ft Percent full height sheathing. 10•ft) 100 100 10 ft per IBC Table 2305 3.8.2 Wind Force. vh vh 500 05 lb ft 1 vh 500 05 lb ft Co Vh 713.33 lb V4W Li L 2 Lh,,, O K. L 44•ft Restraint Panel Height 10ft Maximum Restraint Panel Width 1ft 10 1 /2in Minimum Allowable Shear per Panel 860 lb (3 75ft Eh) Shear per Panel Vh 2 See APA Technical Topic TT 100 A Portal Frame with Hold Downs for Wall Bracing or Engineered implications' (Emphasis Added) PROJECT PLAN 1819/2A Story Shear due to Seismic: V 8174 1 lb Distance between shear walls. Lh,,, 3 76 ft Lh Lh,,, Seismic Force p 10 Eh 380 44 lb ft 1 Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Designer TRUC NGUYEN L1• =22ft Max Opening Height Oft -Oin Therefore C 1 00 Eh V2E L1 0 7p L 2 Lh Eh 1 380 44 lb ft C 7/31/2007 Residential Engineering Group LLC 1819- 2A.mcd Residential Engineering Group WALL I. Story Shear due to Wind Bldg Width in direction of Load L 44-ft Distance between shear walls Shear Wall Length Li, (6)ft Li 6 ft Li Li Percent full height sheathing '10-ft) 10 ft 100 100 Max Opening Height Oft -Oin Therefore C 1 00 per IBC Table 2305 3 8.2 Wind Force vi vi 786.01 lb ft vi 786 01 lb ft 1 Ei 526.3 lb ft 1 E, 526.3 lb ft C C Overturnina Moment on 6ft Wall: Plate Height: Pt 8 1 ft Li 6.ft OTM vi Li Pt OTM 38200 1 lb ft Dead Load Resistina Overturnina: WR 0 6(15•psf) 10.ft Li 0 6•(10•psf) 2Pt Li 0.64 lOpsf) lft Li Li DLRM WR 2 Holdown Force Net Uplift: OTM DLRM HDF1 C Li Base Plate Nail Spacing (2005 NDS Table11 N) 16d Common (0 162 "x3.5 Nails 1 1/2' Plate Hem -Fir ZN 122 lb CD 1 6 B CD ZN Co Bp vi Shear Wall Summary: vgg•Lggw Lt 2 Li Wind Force Seismic Force. B 0.25 ft V2w 8033 73 lb V2W L1 L2 DLRM 3477 61b ft HDFi 5787 08 lb HDFi1 HDFi HDFgg (6134 63) lb Per Nail vi 1 E e 786 01 lb ft 90 781b ft B 0.25 ft C C PROJECT PLAN 1819/2A Seismic Force p 1 0 Story Shear due to Seismic: Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN Et B.P. Nailina Soacina A.B. Spacina Holdown Force As 2 18 ft HDFi 5787 08 lb 16d 3' o.c. 5/8' A.B. 24 o.c. HDFt1 6134 63 lb V2E 8174 1 lb L1• =12ft L2• 12ft A 1070•lb CD 1 6 ZB A CD As Zg Co As 2 18 ft Per Bolt vi V2E L1 L2 Egg Lgg 0 7p L 2 t Li P1 2 7/16' Sheathing w/ 8d nails 2' 0 C Wind Capacity 833 plf Seismic Capacity 595 plf Anchor Bolt Spacing (2005 NDS Table 11E1 5/8' Dia. Bolt (6' Embed) 2 1/2' Plate Hem -Fir Zg 1712 lb Holdown Types. HDQ8 7/31/2007 Residential Engineering Group LLC 1819- 2A.mcd MASTF g gDC2Cot II MOT WI BATN. y C� 1 UTILITY K. l o too- 3 CAR GARAGE, I 1 i r -Wf ul t 71 Wind Force Residential Ergineenng Group WALL K. 3rd car garage option. Story Shear due to Wind Vsw 9484 75 lb Bldg Width in direction of Load L 56.ft Shear Wall Length Lk, (20)ft Percent full height sheathing 10.ft 100 =loo Max Opening Height Oft -Oin Therefore C,.= 1 00 10•ft per IBC Table 2305 3.8 2 vk vk 101 621b ft 1 vk 101 621b ft C Overturning Moment on 20ft Wall. Plate Height: Pt 8 1 ft Lk 20•ft OTM vk Lk Pt OTM 16462.81 lb ft Dead Load Resisting Overturnina. WR 0 6(15•psf) 2 ft Lk 0 6•(10•psf) 1Pt Lk 0 6.(10psf) Oft Lk Lk DLRM WR 2 Holdown Force Net Uplift: OTM DLRM HDFk C Lk V5w L1 L2 L 2 Lk, DLRM 13320 lb ft HDFk 157 14 lb PROJECT PLAN 1819/2A Seismic Force p 1.0 Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN Story Shear due to Seismic: V3E 9235.56 lb Distance between shear walls. L1 12 ft Lk, 20 ft Lk, Lk, Ek 69.271b ft I Ek V3E L1 L2 0 7p L 2 Lk, Ek 1 69.27 lb ft Co P1 -6 7116' Sheathing w/ 8d nails 6' 0 C Wind Capacity 339 plf Seismic Capacity 242 plf Base Plate Nail Spacing (2005 NDS Table11N) Anchor Bolt Spacing (2005 NDS Table 11E) 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 ZN 122 lb CD 1 6 A 860•lb CD 1.6 ZB A CD ZB 13761b Z C B CD ZN CO t3 B p 1 92 ft Per Nail As As 13.54 ft Per Bolt p vk vk Shear Wall Summary: Wind Force Seismic Force B.P. Nailina Spacing A.B. Spacing Holdown Force vk 101 62 lb ft 1 E 69.27 lb ft 1 B 1 92 ft As 13.54 ft HDFk 157 141b C C 16d 16' o.c. 5/8' A.B. 72' o.c. 7/31/2007 Residential Engineering Group LLC 1819- 2A.mcd 36 Holdown Types no holdown Ak Residential Engmeenng Group WALL D. 3rd car 9arape, option. Story Shear due to Wind V5w 9484 75 lb Story Shear due to Seismic: V3E 9235.56 lb Bldg Width in direction of Load L 56.ft Shear Wall Length Ld (25.5)ft Percent full height sheathing: 10 ftl 100 100 10•ft Wind Force. vd vd 106.271b ft 106.27 lb ft C Overturning Moment on 25.5ft Wall. Plate Height: Pt 8 1 ft Ld 25.5 ft OTM vd Ld•Pt OTM 21950 42 lb ft Dead Load Resistino Overturning: WR 0 6(15•psf) 2 ft Ld 0 6•(10•psf) 1Pt Ld 0 6•(10psf) Oft Ld L DLRM WR Ld DLRM 21653.33 lb ft Holdown Force Net Uplift: OTM DLRM HDFd C Ld V5w L1 L2 L 2 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 CD ZN CO B vd B 1.84 ft HDFd 11 651b Per Nail PROJECT PLAN 1819/2A Distance between shear walls Ld 25.5 ft Ld Ld Seismic Force Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax: 253 284 -3183 Designer TRUC NGUYEN L1 12 ft L2 20•ft Max Opening Height Oft -Oin Therefore C 1.00 per IBC Table 2305 3 8.2 A 860 lb ZB C As vd Ed 72 441b ft 1 p 10 V3E L1 L2 0 7p Lt 2 Ed Lds Ed 1 72.44 lb ft C P1 -6 7116' 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 CD• =16 ZB• =A CD As 12 95 ft Per Bolt ZB 1376 lb Shear Wall Summary: Wind Force. Seismic Force B.P. Nailina Spacing A.B. Spacing Holdown Force vd 106.27 lb ft 1 E Ed d 72 44 lb ft 1 B p 1.84 ft As 12.95 ft HDFd 11 65 lb Holdown Types no holdown Co CO 16d 16' o.c. 5/8' A.B. 72' o.c. 7/31/2007 Residential Engineering Group LLC 1819- 2A.mcd Wind Force vh Residential Engineering Group WALL H. 3rd car garage option. Story Shear due to Wind V6W 7673 07 lb Bldg Width in direction of Load L 56.ft Shear Wall Length Lh (1.88 1.88)ft Percent full height sheathing 10 ft 100 100 10•ft V6W L1 L 2 Lh Restraint Panel Height 10ft Maximum Restraint Panel Width lft -10 1 /2in Minimum Allowable Shear per Panel 860 Ib (3 75ft Eh) Shear per Panel V 2 Vh 633.261b O K. See APA Technical Topic TT 100 A Portal Frame with Hold Downs for Wall Bracing or Enaineered Applications' (Emphasis Added) PROJECT PLAN 1819/2A Story Shear due to Seismic: Distance between shear walls Lh 3 76 ft Lh Lh Seismic Force p 1 0 vh 400 851b ft 1 vh 400.85 lb ft Eh 337 741b ft 1 Eh 337 74 lb ft 1 C C z- Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN Li• =22ft V3E 9235.56 Ib Max Opening Height Oft -Oin, Therefore C 1 00 per IBC Table 2305 3 8.2 Eh V3E L1 0 7p L t 2 Lh 7/31/2007 Residential Engineering Group LLC 1819- 2A.mcd z R COMMON TRUSSES 24' 0 PER MFG. SPECS. TYP T 6.12 J 7 GAEL —2 6 RAFTERS 24' OL. FFR COMMON TRUSSES 24' OL. AS PER MFG. SPECS. TYP FFR COMMON TRUSSES 24' C C. AS PER MFG. SPECS. TYP 7 I piu lir PA 6:12 V 7 NM 2A J4 n �F} 2 GIRDER TIP MFR MONO TRUSSES 24' O.0 AS PER MFG. SPECS. TYP 6:12 a END TRUSS 6:12 17 Q 6:12 RIDGE pooF 4MI4N F-PR COMMON TRUSSES 24' OC. AS PER MFG. SPECS. TYP 3 -Mig- Q 6:12 Q 6:12 C l RIDGE 6:12 v im 4 1V GIRDE ROSS 6:12 2=2.- GABLEpND TRUSS —111Mi itt I16 MFR MONO TRUSSES 14' DC. AS PER MFG. SPECS. TrP ___JI 6:11 j0 V ii ///I 4:11 4X12 P2 GABLE ND TRU55 ROOF FRAMINCIE.AN GABLE END MONO TRUSS 4X11 DFR GABLE END TRUSS e.l J•16r j I -6 j. MFR COIMON TRUSSES 14' O.C. AS PER MFG. SPECS. ttP I' -6 C E Ardu Residential Design, Inc. 104 PI- z LZ", w1 L lc. \h 2 ,1 I y� I \.,w_ Job Name LA 1'4 Mil /7 Pc Location_ Technical Representative ttc Job Number IiPPAl 07 7 26 L� t Sheet of By T1. i,__ N. Date �I Of— I ()2 South 26th St Tacoma WA '8°102 253.284.3170 25' 1.1 i I,i3 fax r aiC ascadeitlix. la Rev' 580000 User KW Vet 5.8.0, 1 (c)1983 -2003 ENERCALC Engineering Software ■'I Description 1 Window header at bedroom 3 [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 Summary DL DL DL 3.500 in 9.250 in Sawn 1 150 Pin -Pin 32.500 pcf Span= 6.00ft, 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 657 05 psi Fb 1 035.00 psi [Deflections Center Span. Deflection .Location .Length /Defl Camber using 1.5 D. Center Left Right 0.00 k -ft 0.00 k -ft 4.30 fv Fv Dead Load -0.018 in 3.000 ft 3,925.8 L. Defl 0.028 in 0.000 in 0.000 in 2.73 k -ft 0.00 k -ft 225.00 #/ft #/ft #/ft General Timber Beam LL LL LL 62.80 psi 207 00 psi Code Ref 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined 1 1 Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E Depth 9.25in, Ends are Pin -Pin 0.635 1 2.7 k -ft 4.3 k -ft at 3.000 ft at 6.000 ft Total Load -0.048 in 3.000 ft 1,501.69 Reactions. Left DL Right DL 7! Title Dsgnr Description Scope 6.00 ft ft ft 900.0 psi 180.0 psi 625 0 psi 1,600.0 ksi 375.00 #/ft #/ft #/ft .Lu .Lu .Lu Maximum Shear 1 5 Allowable Shear 2.0 k 6.7 k Left 1 82 k Right 1.82 k Camber Left 0.000 in Center 0.028 in Right 0 000 in 0 70 k 0.70 k Left Cantilever Deflection .Length /Deft Right Cantilever Deflection .Length /Defl Max 1.82 k Max 1.82 k Dead Load 0.000 in 0.0 Job Date: 4 15PM, 27 JUL 07 0.000 in 0.0 181 9- 2A -100M PH. ecw: Calculations 0.00 ft 0 00 ft 0.00 ft Beam Design OK Total Load 0.000 in 00 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 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load OUT Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever 2. Window header at Master bedroom 6x10 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 919.97 psi Fb 1 006.25 psi !Deflections Center Span. Deflection .Location .Length /Defl Camber using 1.5 Center Left Right DL DL DL 5.500 in 9.500 in Sawn 1 150 Pin -Pin 32.500 pcf 6.94 fv Fv Dead Load -0.055 in 4 000 ft 1 745.9 D.L. Defl 0.082 in 0.000 in 0 000 in 293 00 #/ft #/ft #/ft 73.56 psi 195.50 psi Total Load -0.143 in 4 000 ft 671.24 LL LL LL Scope General Timber Beam Summary Span= 8.00ft, Beam Width 5.500in x Depth 9 5in, Ends are Pin -Pin 0.914 1 6.3 k -ft 6.9 k -ft 6.34 k -ft at 4.000 ft 0.00 k -ft at 8.000 ft 0.00 k -ft 0 00 k -ft 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 Reactions. Left DL Right DL 37 Title Dsgnr Description 8.00 ft ft ft 875.0 psi 170.0 psi 625.0 psi 1,300.0 ksi 488 00 #/ft #/ft #/ft .Lu .Lu .Lu Maximum Shear *1 5 Allowable Shear Left Right Camber Left Center Right 1.22 k 1.22 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection Length /Defl Max Max Job Date: 4 15PM, 27 JUL 07 Dead Load 0.000 in 0.0 0.000 in 0.0 1819- 2A- 100MPH.ecw: Calculations 0.00 ft 0.00 ft 0.00 ft Beam Design OK 3.8 k 10.2 k 3.17 k 3.17k 0.000 in 0.082 in 0.000 in 317k 3.17k Total Load 0.000 in 0.0 0.000 in 0.0 Rev: 580000 User KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information Section Name 6x8 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 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Deflections 3 Cover porch DL DL DL 5.500 in 7.500 in Sawn 1 150 Pin -Pin 32.500 pcf General Timber Beam 60.00 #/ft #/ft #/ft Title Dsgnr• Description Scope Code Ref' 1997 NDS 2003 IBC 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Hem Fir No.2 Fb Base Allow Fv Allow Fc Allow E LL LL LL 3� 6.00 ft ft ft 675.0 psi 140.0 psi 405.0 psi 1 100.0 ksi 100.00 #/ft #/ft #/ft Max Left Support 0.00 k -ft Max Right Support 0.00 k -ft Max. M allow 3.34 Reactions. fb 177.31 psi fv 14 63 psi Left DL 0.21 k Fb 776.25 psi Fv 161 00 psi Right DL 0.21 k Center Span. Dead Load Total Load Left Cantilever Deflection -0.010 in -0.023 in Deflection .Location 3.000 ft 3.000 ft .Length /Deft .Length /Deft 7,577 4 3,101.93 Right Cantilever Camber using 1.5 D.L. Defl Deflection Center 0.014 in Length /Defl Left 0 000 in Right 0.000 in Job Date: 4 15PM, 27 JUL 07 181 9- 2A -100M P H. ecw: Calcu lations .Lu 0.00 ft Lu 0.00 ft .Lu 0.00 ft Beam Design OK Span= 6.00ft, Beam Width 5.500in x Depth 7.5in, Ends are Pin -Pin Max Stress Ratio 0228 1 0.8 k -ft Maximum Shear 1 5 0 6 k 3.3 k -ft Allowable 6.6 k 0.76 k -ft at 3.000 ft Shear Left 0.51 k 0.00 k -ft at 0.000 ft Right 0.51 k Camber Left 0.000 in Center 0 014 in Right 0 000 in Max 0.51 k Max 0.51 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 Rev. 580000 User KW- 0605873, Vet 5.8.0, 1- Dec -2003 (c)1983 ENERCALC Engineering Software ;az uw ur Description 4- 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 Len th Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 3.500 in 11.250 in Sawn 1 150 Pin -Pin 32.500 pcf Span= 16.00ft, 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 462.32 psi Fb 1 035.00 psi Deflections Center Span. Deflection .Location .Length /Defl Camber using 1.5 Center Left Right Dead Load -0.086 in 8.000 ft 2,224 9 D.L. Defl 0.129 in 0.000 in 0.000 in 2.84 k -ft 0 00 k -ft 30.00 #/ft #/ft #/ft 0.00 k -ft 0.00 k -ft 6.37 fv 24 06 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 0.447 1 2.8 k -ft 6.4 k -ft at 8.000 ft at 16.000 ft Total Load -0 197 in 8.000 ft 973.37 LL LL LL Reactions. Left DL Right DL Title Dsgnr• Description Scope 16.00 ft ft ft 900.0 psi 180 0 psi 625.0 psi 1,600.0 ksi 50.00 #/ft #/ft #fft .Lu .Lu .Lu 0.9 k 8.2 k Left 0.71 k Right 0.71 k Camber Left 0.000 in Center 0.129 in Right 0.000 in Maximum Shear 1 5 Allowable Shear 0.31 k 0.31 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl Job Date: 4 15PM, 27 JUL 07 1 819- 2A -100M PH. ecw: Calculations 0.00 ft 0.00 ft 0 00 ft Beam Design OK Max 0.71 k Max 0.71 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 IITA TJI 210 FLR J5T5 lb OC. AS PER MFG. SPECS. TIP II'ti TJI 210 FLR J5T5 16 O.C. AS PER MFG. SPECS. TYP TJI 210 FLR JSTS lb 00 AS PER MFG. SPECS. TYP SIMPSON 147574 BEAM TO WALL X FLA BL :KIN 5 LEAF ALl 6 SIMPSON F47574 BEAM TO WALL UPPER FLOOR FRAMING_ _AN 0 �Ltii�� iJ+IFIr�K7 C 1 4X1? OPTION SCALE 1 4 P -0' II$ TJI 310 FLR JETS 16 O.C. AS PER rFG. SPECS. TTP SIMP5CN 1T524 BEAM TO WALL X FLA BL( ACM 2.5 EAR UAL 4X10 4X10 G, G� ve t`r 1 3 /4 not L VL E 6=T a 6X5 TRTD SIMPSON HT524 BEAM TO WALL IJEEER FLOOR FRAMIi x..41 r 6X10 C E Residential Design, Inc. Job Name Location Technical Representative /a� f $2 e V2 O f lS 31 b, ;6 0 M \Jib!, iz L t72.. J go Zoo t 2ok y 406 f L A 2.LOD I1 T>1 4, 1 q /7 .L '2 R ;7;214 Al I AY/ w)'. N I� r AL J +`o+l �4 N.. LL. 12 /2.1 `t' 4/%' '4-40e "t 11 o USE: 1 102 South 26th St. lacoma,WA 9b902 253.284.3170 253.284 3163 L email: cascade@ix.netcom.com 'A k K L1 LU f l t t k t Job Number lTP rTE d7 Z6- b Sheet of By f _R U(_.. t \I 4 Date 1I —1)+ tf CAE Residential Design, Inc. 1 i J-- 1 i i i I i i Job Name I" LA 1.1_1_911 4- COO fl' H 1 f Location Technical Representative 4 j 1 L C G.Z 102 South 26th St. Tacoma, WA 98402 253.284.3170 253.284.31'83 fax email: cascade@ix.netcom.com Job Number JA- E 01 Z4 -6 7 Sheet of By 7 A.-/ Date M Z, fi t;e4 t BEAM 5 UPPER FLOOR JOIST �'v' Hllnl 11 7/8 TJ I® 210 as 16" o/c '1'.1-Beam(TM) 6.10 Serial N 7003013791 P n:1 10..3 3 1 Page e 1 Engine Version: 1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN 1 CONTROLS FOR THE APPLICATION AND LOADS LISTED LOADS. Analysis is for a Joist Member Primary Load Group Residential Living Areas (psf): 40.0 Live at 100 duration, 12.0 Dead SUPPORTS. -See TJ SPECIFIER'S BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS. PROJECT INFORMATION: PLAN 1819/2A Copyright 2003 by Trus Joist a Weyerhaeus Bus nes TJI` and TJ Beam° ar egistered trademarks of Trus Joist e -i Joist' Pro` and TJ Pro are trademarks of Trus Joist 18' Product Diagram is Conceptual. Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50' 2.25' 480 /144 /0 624 A3: Rim Board 1 Ply 1 1/4' x 11 7/8' 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50' 2.25' 480 144 0 624 A3: Rim Board 1 Ply 1 1/4' x 11 7/8' 0.8E TJ- Strand Rim Board® Maximum Design Control Control Location Shear (Ibs) 610 -604 1655 Passed (36 Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 610 610 1110 Passed (55 Bearing 2 under Floor loading Moment (Ft -Lbs) 2680 2680 3620 Passed (74 MID Span 1 under Floor loading Live Load Defl (in) 0.363 0 440 Passed (L/581) MID Span 1 under Floor loading Total Load Defl (in) 0 472 0.879 Passed (L/447) MID Span 1 under Floor loading TJPro 35 35 Passed Span 1 Deflection Criteria. STANDARD(LL:L /480 TL:L /240). Deflection analysis is based on composite action with single layer of 19/32' Panels (20' 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 TJ -Pro RATING SYSTEM The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED NAILED 19/32' Panels (20' Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include Ceiling None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.39 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, Inc. 102 South 26th Street Tacoma, WA 98402 Phone (253) 284 Fax (253) 284-3183 tnguyen @cascaderd.com Rev' 580000 User KW-0605873, Ver 5.8.0, 1- Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description 6. Header at fire place G eneral 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 DL Left Cantilever DL Right Cantilever DL Span= 5.00ft, 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 868.02 psi Fb 900.00 psi l Deflections Center Span. Deflection .Location Length /Deft Camber using 1.5 D. Center Left Right 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Dead Load -0.016 in 2.500 ft 3,749 4 L. Deft 0.024 in 0.000 in 0.000 in 3.61 k -ft 0 00 k -ft 0.00 k -ft 0.00 k -ft 3.74 fv Fv 413.00 #/ft #/ft #/ft General Timber Beam 93.14 psi 180.00 psi 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 I Total Load -0.044 in 2.500 ft 1,364.06 LL LL LL Depth 9.25in, Ends are Pin -Pin 0.964 1 3.6 k -ft 3.7 k -ft at 2.500 ft at 5.000 ft Reactions. Left DL Right DL Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl /s. Title Dsgnr Description Scope 5.00 ft ft ft 900.0 psi 1800psi 625.0 psi 1,600.0 ksi 735.00 #/ft #/ft #/ft .Lu .Lu .Lu Maximum Shear 1 5 Allowable Shear 105 k 1.05 k Dead Load 0 000 in 0.0 Job Date: 4 16PM, 27 JUL 07 0.000 in 00 1819- 2A- 100MPH.ecw: Calculations 0.00 ft 0.00 ft 0.00 ft Beam Design OK 3.0 k 5.8 k Left 2.89 k Right 2.89 k Camber Left 0.000 in Center 0.024 in Right 0 000 in Max 2.89 k Max 2.89 k Total Load 0:000 in 0.0 0.000 in 00 I Rev 580000 User KW- 0605873, Ver 5.8.0, 1- Dec -2003 (0)1983 -2003 ENERCALC Engineering Software Description 7 Door header at nook LGeneral Information Section Name 4x10 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 Span= 6.00ft, 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 514.24 psi Fb 900.00 psi Deflections Center Span. Deflection .Location Length /Deft Camber using 1.5 Center Left Right DL DL DL 3.500 in 9.250 in Sawn 1 000 Pin -Pin 32.500 pcf Dead Load -0.009 in 3.000 ft 7,909.2 D.L. Defl 0.014 in 0.000 in 0.000 in 108.00 #/ft #/ft #/ft Depth 9.25in, Ends are Pin -Pin 0.571 1 2.1 k -ft 3.7 k -ft at 3.000 ft at 0.000 ft 2.14 k -ft 0.00 k -ft 0 00 k -ft 0.00 k -ft 3.74 fv 49.15 psi Fv 180 00 psi Total Load -0.038 in 3.000 ft 1,918.73 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 Left Cantilever Right Cantilever Douglas Fir Larch, No.2 Fb Base Allow Fv Allow Fc Allow E Reactions. Left DL Right DL Left Cantilever Dead Load Total Load Deflection .Length /Defl Right Cantilever Deflection .Length /Defl 46 6.00 ft ft ft 900.0 psi 180.0 psi 625.0 psi 1 600.0 ksi 360 00 #/ft #/ft #/ft .Lu .Lu .Lu Maximum Shear 1 5 Allowable Shear Left Right Camber Left Center Right 0.35 k Max 0.35 k Max Job Date: 4 16PM, 27 JUL 07 0.000 in 0.0 0.000 in 0.0 181 9- 2A -100M PH. ecw: C alculations 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.6 k 58 k 1 43 k 1 43 k 0.000 in 0.014 in 0.000 in 1 43 k 1 43 k 0.000 in 0.0 0 000 in 0.0 Rev: 580000 User: KW- 0605873, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description 8 Upper floor beam over hallway LGeneral Information Code Ref 1997 NDS 2003 IBC, 2003 NFPA 5000. Base allowables are user defined II Section Name MicroLam: 1 75x11.25 Center Span 9.00 ft .Lu 0.00 ft Beam Width 1 750 in Left Cantilever ft .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft Lu 0 00 ft Member Type Sawn Truss Joist MacMillan, MicroLam 1.9 E Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density [Full Length Uniform Loads Center Left Cantilever Right Cantilever Span= 9 OOft, Beam Width 1 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb Fb 1,555.01 psi 2,600.00 psi DL DL DL 1 000 Pin -Pin 32.500 pcf 0.00 k -ft 0 00 k -ft 8.00 fv 128.29 psi Fv 285 00 psi Deflections Center Span. Deflection .Location .Length /Defl Camber using 1.5 Center Left Right General Timber Beam 108.00 #/ft #/ft #/ft Fb Base Allow Fv Allow Fc Allow E LL LL LL Title Dsgnr• Description Scope 2,600.0 psi 285.0 psi 750.0 psi 1,900.0 ksi 360.00 #/ft #/ft #/ft Job Date: 4 16PM, 27 JUL 07 1819- 2A- 100MPH.ecw: Calculations Beam Design OK 750in x Depth 11.25in, Ends are Pin -Pin 0.598 1 4.8 k -ft Maximum Shear 1 5 2.5 k 8.0 k -ft Allowable 5.6 k 478k -ft at 4500ft Shear @Left 2.13k 0.00 k -ft at 9 000 ft Right 2.13 k Reactions. Left DL Right DL Lt1 Camber Left 0.000 in Center 0.063 in Right 0.000 in 0.51 k 0.51 k Max 2.13k Max 2.13 k Dead Load Total Load Left Cantilever Dead Load Total Load -0.042 in -0.177 in Deflection 0.000 in 0.000 in 4.500 ft 4.500 ft .Length /Defl 0 0 0.0 2,566.9 610.94 Right Cantilever D.L. Defl) Deflection 0.000 in 0.000 in 0.063 in .Length /Defl 0.0 0.0 0.000 in 0.000 in 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 Full Length Uniform Loads Center Left Cantilever Right Cantilever Span= 12.00ft, Beam Width 3.500in x Depth 11.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 1 781 43 psi Fb 2,600 00 psi Deflections Center Span. Deflection .Location .Length /Defl Camber using 1.5 Center Left Right 9 Upper floor beam over dining room MicroLam: 3.5x11.25 3.500 in 11.250 in Sawn Loads DL DL DL 1 000 Pin -Pin 32.500 pcf Dead Load -0.124 in 6.000 ft 1 165.9 D.L. Defl 0.185 in 0 000 in 0.000 in I 200.00 #/ft #/ft #/ft 0.685 1 11 0 k -ft 16.0 k -ft 10.96 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 16.00 fv 118.02 psi Fv 285.00 psi General Timber Beam Code Ref' 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined Center Span 12.00 ft Left Cantilever ft Right Cantilever ft Truss Joist MacMillan, MicroLam 1 9 E Fb Base Allow 2,600 0 psi Fv Allow Fc Allow E at 6.000 ft at 12.000 ft Total Load -0.360 in 6.000 ft 399.97 LL LL LL Scope Reactions. Left DL Right DL Title Dsgnr• Description Left Cantilever Deflection Length /Defl Right Cantilever Deflection .Length /Defl 285.0 psi 750 0 psi 1,900.0 ksi 400.00 #/ft #/ft #/ft .Lu .Lu Lu Maximum Shear 1 5 Allowable Shear Left Right Camber Left Center Right 1.25 k Max 1.25 k Max Dead Load 0.000 in 0.0 Job Date: 4 16PM, 27 JUL 07 0.000 in 0.0 1819- 2A- 100MPH.ecw:Calculations 0.00 ft 0.00 ft 0.00 ft Beam Design OK 4.6 k 11.2 k 3 65 k 3.65 k 0.000 in 0.185 in 0.000 in 3.65 k 3.65 k minissismaisonsA Total Load 0.000 in 0.0 0.000 in 0.0 Rev: 580000 User KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description [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 10 Window header at Living room DL DL DL 3.500 in 9.250 in Sawn 1 000 Pin -Pin 32.500 pcf Span= 6.00ft, 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 661.38 psi Fb 900.00 psi Deflections Center Span. Deflection .Location .Length /Defl Camber using 1.5 D. Center Left Right 2.75 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 3.74 fv Fv Dead Load -0.016 in 3.000 ft 4,530.3 L.Defl) 0 024 in 0.000 in 0.000 in 194 00 #/ft #/ft #Ift 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 LL LL LL Depth 9.25in, Ends are Pin -Pin 0.735 1 2.8 k -ft 3.7 k -ft at 3.000 ft at 6.000 ft 63.22 psi 180.00 psi Total Load -0.048 in 3.000 ft 1 491.86 Reactions. Left DL Right DL Title Dsgnr Description 4.1 6.00 ft ft ft 900.0 psi 180.0 psi 625 0 psi 1 600.0 ksi 410.00 #/ft #/ft #/ft .Lu .Lu .Lu Maximum Shear 1 5 Allowable Shear Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl Job Date: 4 16PM, 27 JUL 07 1819- 2A- 100MPH.ecw:Calculations 0 00 ft 0.00 ft 0.00 ft Beam Design OK 2.0 k 5.8 k Left 1.83 k Right 1 83 k Camber Left 0.000 in Center 0.024 in Right 0 000 in 0.60 k 0.60 k Max 1 83 k Max 1.83 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 Rev: 580000 User KW-0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description 10A. Upper floor beam over Family room [General Information Section Name MicroLam: 1 75x11.87 Beam Width 1 750 in Beam Depth 11.875 in Member Type Sawn Bm Wt. Added to Loads Load Dur Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500pcf [Full Length Uniform Loads Center Left Cantilever Right Cantilever Span= 16.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 1,500.26 psi Fb 2,600 00 psi Deflections Center Span. Deflection .Location .Length /Defl Camber using 1.5 Center Left Right DL DL DL 0.00 k -ft 0 00 k -ft 891 -0.256 in 8.000 ft 748.8 D.L. Defl 0.385 in 0.000 in 0.000 in 76.00 #/ft #/ft #/ft fv 81.65 psi Fv 285.00 psi Dead Load Total Load Title Dsgnr• Description Scope General Timber Beam Code Ref 1997 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined Center Span 16.00 ft Left Cantilever ft Right Cantilever ft Truss Joist MacMillan, MicroLam 1 9 E Fb Base Allow 2,600 0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1,900.0 ksi Lu .Lu .Lu LL LL LL 750in x Depth 11.875in, Ends are Pin -Pin 0.577 1 5.1 k -ft 8.9 k -ft 5 14 k -ft at 8.000 ft 0.00 k -ft at 0.000 ft -0.511 in 8.000 ft 375.99 Reactions. Left DL Right DL 80.00 #/ft #/ft #/ft 1 7 k 5.9 k Left 1.29 k Right 1.29 k Camber Left 0.000 in Center 0.385 in Right 0.000 in Maximum Shear *1 5 Allowable Shear 0.65 k 0.65 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Defl Job Date: 4:39PM, 27 JUL 07 1819- 2A- 100MPH.ecw: Calculations 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 1,29 k Max 1,29 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 Rev' 580000 User KW- 0805873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description 10b. Support beam 10a LFuII Length Uniform Loads Point Loads Dead Load Live Load .distance 1,285.0 lbs lbs 4 000 ft Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Title Dsgnr Description Scope General Timber Beam Center DL 96.00 #/ft LL 53.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 18.00ft, Beam Width 3.500in x Depth 11 875in, Ends are Pin -Pin Job Date: 4.39PM, 27 JUL 07 1819 2A 100MPH.ecw:Calculations General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 1 Section Name MicroLam: 3.5x11.875 Center Span 18.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .Lu 0.00 ft Beam Depth 11 875 in Right Cantilever ft .Lu 0.00 ft Member Type Sawn Truss Joist MacMillan, MicroLam 1.9 E Bm Wt. Added to Loads Fb Base Allow 2,600.0 psi Load Dur Factor 1 000 Fv Allow 285.0 psi Beam End Fixity Pin -Pin Fc Allow 750.0 psi Wood Density 32.500 pcf E 1,900.0 ksi lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK 0.519 1 9.2 k -ft Maximum Shear 1 5 3.4 k 17.8 k -ft Allowable 11.8 k 9.24 k -ft at 7.200 ft Shear Left 2.42 k 0.00 k -ft at 18.000 ft Right 1 71 k 0.00 k -ft Camber Left 0.000 in 0 00 k -ft Center 0.676 in Max. M allow 17.82 Reactions. Right 0.000 in fb 1,348.20 psi fv 82.16 psi Left DL 1.95 k Max 2.42 k Fb 2,600.00 psi Fv 285.00 psi Right DL 1.23 k Max 1 71 k [Deflections Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.451 in -0.585 in Deflection 0.000 in 0.000 in .Location 8.568 ft 8.640 ft .Length /Defl 0.0 0.0 .Length /Defl 479 4 369 14 Right Cantilever Camber using 1.5 D.L. Defl) Deflection 0.000 in 0.000 in Center 0.676 in .Length /Deft 0 0 0.0 Left 0.000 in Right 0 000 in a A m B IL 112i SIM 4 CONC. 17 --I 4. cc c. it C 7 1 1 I I 9 4 CCNC. PIER la CB66 -0' 6 -0' A- Lt pd th 2'-0 CANTILEVER POST ANCHOR W/ 6 6 POST 14' 1' SCREENED FDN VENTS (IS REDD I— BLOCK OUT FOR IIECI-11.14RK eLm a cAcE CONC SLAB CN COMP FILL TYP SLOPE 3/16 FT TOWARD DOORS lb -3' RD. FOUNDATION FRAMING PLAN 24' X 18' MN CRAWL SPACE ACCESS J CASCADE Residential Design, Inc. Job Name PL-& I let /21\- Location :i7, 1 j. Technical Representative =b 4' 1 L J J -4 11. LV' J4vjO r i I 1 i I I ti P .4 \-L i I CP coutt Si. 13corna, ■NA 9G-1( 251284.3170 25 S nail cat,(AdeCi7Div.netroni.c. Job Number !APIA 'IP Sheet of I. By r Date 421, fi BEAM 11 MAIN FLOOR JOIST kV* rh less 9 1/2" TJ I®110 16" O/C TJ- Beam(TM) 6.10 Serial Number' 7003013791 User 2 Page 1 EngneVerso :110.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED LOADS. Analysis is for a Joist Member Primary Load Group Residential Living Areas (psf): 40.0 Live at 100 duration, 12.0 Dead SUPPORTS. Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50' 2.25' 347/104 /0 /451 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' 347 104 0 451 A3: Rim Board 1 Ply 1 1/4' x 9 1/2' 0.8E TJ- Strand Rim Board® -See TJ SPECIFIER'S BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS. PROJECT INFORMATION: PLAN 1819/2/- Copyright s 2003 by Trus Joist a Weyerhaeuser Business TJI° and TJ Beam° are registered trademarks of Trus Joist I Joist Pro' and TJ Pro are trademarks of Trus Joist 13' Product Diagram is Conceptual. Maximum Design Control Control Location Shear (Ibs) 436 -430 1220 Passed (35 Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 436 436 1018 Passed (43 Bearing 2 under Floor loading Moment (Ft -Lbs) 1372 1372 2380 Passed (58 MID Span 1 under Floor loading Live Load Defl (in) 0 189 0.315 Passed (L/798) MID Span 1 under Floor loading Total Load Defl (in) 0.246 0.629 Passed (L/614) MID Span 1 under Floor loading TJPro 40 35 Passed Span 1 Deflection Criteria. STANDARD(LL:U480 TL:L /240). Deflection analysis is based on composite action with single layer of 19/32' Panels (20' 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 TJ Pro RATING SYSTEM The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED NAILED 19/32' Panels (20' Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.22 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, Inc. 102 South 26th Street Tacoma, WA 98402 Phone (253) 284-3170 Fax (253) 284-3183 tnguyen @cascaderd.com Rev: 580000 User KW- 0605873, Ver 5.8.0, 1- Dec -2003 (0)1983 -2003 ENERCALC Engineering Software Description 11 -MAIN FLOOR JOIST General Information Code Ref: 1997 NDS 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 2x10 Center Span 13 00 ft .Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0 00 ft Member Type Sawn Hem Fir No.2 Bm Wt. Added to Loads Fb Base Allow 850.0 psi Load Dur Factor 1.000 Fv Allow 150.0 psi Beam End Fixity Pin -Pin Fc Allow 405.0 psi Wood Density 32.500 pcf E 1,300.0 ksi Full Length Uniform Loads Titio Dsgnr• Description Scope General Timber Beam Job Date: 4 16PM, 27 JUL 07 181 9- 2A -100M PH. ecw :Calculations I Center DL 16.00 #/ft LL 52.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 13.00ft, Beam Width 1.500in x Depth 9.25in, Ends are Pin -Pin Max Stress Ratio 0 1 1.5 k -ft Maximum Shear *1 5 0.6 k 1.5 k -ft Allowable 2.1 k 1.50 k -ft at 6.500 ft Shear Left 0.46 k 0.00 k -ft at 0.000 ft Right 0 46 k Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support 0 00 k -ft Max Right Support 0.00 k -ft Max. M allow 1.52 fb 842.98 psi Fb 850.00 psi Deflections Left 0.000 in Right 0 000 in fv 44.39 psi Fv 150.00 psi Reactions. Left DL Right DL Camber Left 0.000 in Center 0.143 in Right 0.000 in 0.12 k 0.12 k Max 0 46 k Max 0.46 k Center Span. Dead Load Total Load Left Cantilever Dead Load Total Load Deflection -0.096 in -0.355 in Deflection 0.000 in 0.000 in .Location 6.500 ft 6.500 ft .Length /Defl 0.0 0 0 .Length /Defl 1 632.0 438.93 Right Cantilever Camber using 1.5 D.L. Defl) Deflection 0.000 in 0.000 in Center 0.143 in Length /Defl 0 0 0.0 Rev: 580000 User KW- 0605873, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description LGeneral 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 12- FOUNDATION BEAM W /NONE BEARING WALL ABOVE DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Span= 7.00ft, 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 3 74 fb 699.94 psi Fb 900.00 psi [Deflections Dead Load -0.017 in 3.500 ft 4,980 7 Camber using 1.5 D.L. Defl Center 0 025 in Left 0.000 in Right 0.000 in 2.91 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 108.00 #/ft #/ft #/ft 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 LL LL LL Scope Depth 9.25in, Ends are Pin -Pin 0.778 1 2.9 k -ft 3.7 k -ft at 3.500 ft at 7 000 ft fv 60.43 psi Fv 180.00 psi Total Load -0 070 in 3.500 ft 1,208.30 Reactions. Left DL Right DL Title Dsgnr Description 7 00 ft ft ft 900.0 psi 180 0 psi 625.0 psi 1,600 0 ksi 360.00 #/ft #/ft #/ft 2.0 k 5.8 k Left 1 66 k Right 1.66 k Camber Left 0.000 in Center 0.025 in Right 0.000 in Maximum Shear 1 5 Allowable Shear 0.40 k 0 40 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection Length /Defl .Lu Lu .Lu Job Date: 4 16PM, 27 JUL 07 1819 2A 100MPH.ecw:Calculations 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 1 66 k Max 1 66 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 Rev: 580000 User KW-0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description 13- FOUNDATION BEAM WITH BEARING WALL ABOVE [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 DL Left Cantilever DL Right Cantilever DL Span= 3.50ft, Beam Width 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment 0.00 k -ft at Max Left Support 0.00 k -ft Max Right Support 0.00 k -ft Max. M allow fb Fb 443.74 psi 900.00 psi Deflections Center Span. Deflection Location .Length /Defl Camber using 1.5 Center Left Right 3.500 in 9.250 in Sawn 1 000 Pin -Pin 32.500 pcf 1.85 k -ft 3 74 fv Fv Dead Load -0.003 in 1 750 ft 13,305.5 D.L. Defl 0.005 in 0.000 in 0.000 in r 338.00 #/ft #/ft #/ft Depth 9.25in 0.493 1 1.8 k -ft 3.7 k -ft at 1 750 ft 54 73 psi 180.00 psi Total Load -0 011 in 1 750 ft 3,811.89 Ends are Pin -Pin 0.000 ft 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 Center Span 3.50 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 I 860.00 #/ft #/ft #/ft 1.8 k 5.8 k Left 2.11 k Right 2.11 k Camber Left 0.000 in Center 0.005 in Right 0 000 in Maximum Shear 1 5 Allowable Shear 0.60 k 0.60 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection Length /Defl .Lu .Lu Lu Job Date: 4 16PM, 27 JUL 07 Max 2.11 k Max 2.11 k Dead Load 0.000 in 0.0 0.000 in 0.0 1819- 2A- 100MPH.ecw:Calculations 0.00 ft 0 00 ft 0.00 ft Beam Design OK Total Load 0.000 in 0.0 0.000 in 0.0 Residential Engineering Group Maximum Load For 6x6 DF #1 Wood Post PROJECT PLAN 1819/2A F 1000.psi CD 1 CFb 1 CM 1 C 1 CL 1 CF c I E' 1600000•psi F' c F Cp CF F' c 1000 psi 6x6 Wood Post Properties Axial Load Capacity Slenderness Ratio (SL) SL H C 0.8 KCE 0.3 h A• =th A 30.3 in KCE E' FCE FCE 1222 psi t h3 4 SL2 I I 76.3 in 12 2 1 FCE 1 FCE FCE S Ih S 27 7 in F'c F'c F'c Cp K 2C 2C C t Cp =076 F' Cp F' c F' 755 psi Maximum Load For 6x6 HF #2 Treated Post Axial Load Capacity Slenderness Ratio (SL) F' C F' c F' 387 psi max Pc A P 22853 lb (Maximum post Capacity) 0 6 for unbraced nailed built up posts 0 75 for bolted) psf p s i plf psf ft lb plf ft H 9 083-ft 144 max F' A psf psi plf psf ft 144 Kf 1 h 5.5.in t•= 5.5.in F 460 psi CD 1 CFb 1 CM 1 C 1 CL 1 CF I E'•= 1045000•psi F' 6x6 Treated Wood Post Properties c F C p CF c F' c 460 psi Kf 1 0 0.6 for unbraced nailed built up posts 0 75 for bolted) h 5.5.in t 5.5.in H SL C 0.8 KCE 0.3 h A' =th A =30.3 in KCE Et th 4 FCE FCE 798 psi I I 76.3 in SL 12 FCE FCE FCE S I 2 S 27 7 in 1 I h F F" F' c c c Cp 2 C i 2 C C 1c.€ Cp 0.84 lb plf ft H 9.083.ft Pmax 11710 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 7/27/2007 Residential Engineering Group LLC 1819- 2A.mcd C Residential Engineering Group Maximum Load For 3 -2x6 HF #2 Built up Wood Post F 1300•psi CD 1 CFb 1 CM 1 C 1 CL 1 CFc 1 1 E' 1300000•psi F' c F CD CF F' c 1430 psi 3 -2x6 Built Up Post Properties Axial Load Capacity Slenderness Ratio (SL) SL C•= 0.8 h KCEE' FCE FCE 993 psi SL F' C F' c F' 794 psi Axial Load Capacity Slenderness Ratio (SL) SL h KCE•E FCE SL` 1 FCE 1 FCE2 FCE S 12 5 =227m F'c F'c F'c h C Kf 2C C 0.56 2 I{CE 0.3 C• =08 KCE• =0.3 FCE 993 psi PROJECT PLAN 1819/2A Pmax F' A Maximum Load For 2 2x6 HF #2 Built up Wood Post psf psi plf psf ft 144 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 h 5.5•in t (2) 1.5•in A 248in A t h th 3 I'= I =624m 12 P 19662 lb (Maximum post Capacity) psf psi plf psf ft lb plf ft H 9 083-ft 144 F 1300•psi CD 1 CFb 1 CM 1 C 1 CL 1 CF 1 1 E' 1300000 psi 2 2x6 Built Up Post Properties F' c F CD CF F' c 1430 psi Kf 1 0 (Kf 0 6 for unbraced nailed built up posts 0 75 for bolted) A= 16.5in A• =th 3 I th I= 416in 12 FCE FCE FCE S 1 S 15 1 111 3 1 1 h F' c F' c F', Cp 2 C 2 C C Kf C 0.56 F' C F' c F' 794 psi Pmax Pc A P 13108 lb (Maximum post Capacity) 7/27/2007 Residential Engineering Group LLC 1819 2A.mcd Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer' TRUC NGUYEN lb plf ft H 9 083-ft Residential Engineering Group Maximum Load For 3 -2x4 HF #2 Built up Wood Post F 1300-psi CD 1 CFb 1 CM 1 Ct 1 CL 1 CFc 1 1 E'•= 1300000.psi F' F C C F 1430 psi 3 -2x4 Built Up Post Properties c c D Fc c P Kf 1 0 (Kt 0.6 for unbraced nailed Axial Load Capacity built up posts 0 75 for bolted) Slenderness Ratio (SL) h 3.5 in t= 31.5•in SL= h C =0.8 KCE• =0.3 A• =th A= 158tn KCE E' FCE FCE 402 psi t 3 SL I 12 I 16 l in C F' C F' c F' 375 psi Maximum Load For 2 -2x4 HF #2 Built up Wood Post F 1300-psi CD 1 CFb 1 CM 1 C 1 CL 1 CFc 1 1 E' 1300000 psi F' c 2 2x4 Built Up Post Properties F Cp CF, F' c 1430pst Axial Load Capacity Slenderness Ratio (SL) H SL h KCE E' FCE SL C p 2 1 FCE CE 1 F F' F' 2C 2C C 0.8 KCE 0.3 F 402 psi F Cp F' c F' 375 psi FCE F' c C Kf "max F' A .2 FCE FCE FCE 1 1 F', F' c F', 2C 2C C Kf PROJECT PLAN 1819/2A I2 S h C 0.26 Pmax 5913 lb (Maximum post Capacity) Kf 1 0 Kf 0.6 for unbraced nailed built up posts 0 75 for bolted) h 3.5-in t (2) 1.5-in A =th A= 10.5in` 3 1 I= 10 7in 4 12 5 S =61in h C 0.26 psf psi plf psf ft 144 S= 9.2in psi psf plf psf ft 144 Pmax F'c A Pmax 3942 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 lb plf ft H 9 083-ft lb plf ft H 9 083-ft 7/27/2007 Residential Engineering Group LLC 1819- 2A.mcd Residential Engneering Group Maximum Load For 4x4 HF #2 Treated Foundation Post F 1040•pst CD 1 CFb 1 CM 1 C 1 CL 1 CFc 1 E' 1235000•psi F' F C C F' 1040 psi 4x4 Treated Wood Post Properties c c D' Fc c P Axial Load Capacity Slenderness Ratio (SL) SL h C 0 8 KCE 0.3 2 A• =th A= 12.3in KCE•E' 3 FCE FCE 382 psi 1 t h I 12.5 m SL 12 1 FCE 1 FCE 2 FCE S I S 7 1 in F' F'c F' Cp Kf C 2 C C_ f C 0.33 F' C F' c F' 347 psi Pmax Fe A Maximum Load For 4x4 HF #2 Treated Deck 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 CD CF F' c 1040 psi Axial Load Capacity Slenderness Ratio (SL) H SL h KC E' E' FCE SL` C =08 KCE.'= 0.3 FCE 382 psi F' C F' c F' 347 psi FCE FCE 2 FCE S 1 S= 7 1 in 1 1 h F' c F"c F' Cp 2 C 2 C C Kt Cp 0.33 "max F'c A PROJECT PLAN 1819/2A Kf 1.0 h 3.5•in t 3.5•in psi psf 144 (Kf 0 6 for unbraced nailed built up posts 0.75 for bolted) "max 4254 lb (Maximum post Capacity) Kf 1 0 (Kf 0 6 for unbraced nailed built up posts 0 75 for bolted) h 3.5•in t•= 3.5•in 12 psf p s i plf psf ft lb plf ft H 9.083•ft 144 A =th A =12.3 in 3 I =th I= 12.5in4 "max 4254 Ib (Maximum post Capacity) 7/27/2007 Residential Engineering Group LLC 1819 2A.mcd Residential Engineering Group LLC 1901 Center Street Tacoma, WA 98409 Tel 253 284 -3100 Fax. 253 284 -3183 Designer TRUC NGUYEN plf psf ft lb plf ft H 9.083•ft