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HomeMy WebLinkAbout311 1/2 W 3rd St Technical - BuildingTECHNICAL Permit d `t Address 3 t Ia Project description \U4j S FR Date the permit was finaled L 4 Co- 0 Number of technical pages oZ-1 Z etdr o� 3 J vtt 3 V✓h c(8 d 2 Prof I MI, 1,1°' g3 6 A 9 -c/es, to -t-" n �p ry y4 7 �r1 C e 'e r�J .e�r 9 60 7 q S F Gl t d p 22X 6' ji i J t pej ©j 1� mss c 7-0e 6 Z. r, Q Db �1, n /,�ADp s.3- u 1 ��Y j PM GI f0 5- f,✓ N9 u kr� dam` k- 2s" 5--; 1- 0 0 0 0 '11Y41-fet ek-ro -4'`I 5�� d o vv. s, 08054Lat3 DESIGN SETTINGS Duration Factor 1 60 SITE INFORMATION Design Wind Speed Exposure Enclosure WoodWorks® Shearwalls COMPANY AND PROJECT INFORMATION Company Gene Unger Engineering INC 1401 W 7th Street Port Angeles WA 98363 360 452 2098 Design Code IBC 2006 Hold -down Forces: Seismic Materials: Case 2 rigid diaphragm load distribution: IBC Occupancy Category II All others Wind ASCE 7 05 General analytic method for all bldgs 100mph Exposure D Enclosed Topographic Information [ft] Shape Height Site Location: WoodWorks® Shearwalls 8.11 Length Project Information I Project Matt Cheryl Duchow 311 West 3rd Street Port Angeles WA 98362 Garage ADU Wind Standard ASCE 7 05 All heights Wind Capacity Increase Load Combinations Shear C&C Panels 0 70 Seismic 1 40 1 60 1 00 Wind Nail Withdrawal Modification Temperature Moisture Content Range Fabrication Service T =100F >19% >19% Maximum Height -to -width Ratio Plywood Fiberboard Lumber Wind Seismic Wind Seismic 3 5 3 5 Ignore non 75% loads 1 wood contribution torsional moment Structure Type Design Category Site Class SOFTWARE FOR WOOD DESIGN Lam— 1 Shearwall Relative Rigidity Designed capacity using flexible distribution Based on applied shearline force Regular D D Seismic Standard ASCE 7 05 Mar 25, 2009 14:56:20 Building Code Capacity Reduction Wind Seismic 1 00 1 00 Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 0 50 Gypsum Blocked Unblocked 2 0 1 5 ASCE 7 Equivalent Category II All others Seismic ASCE 7 05 Equivalent lateral force procedure Spectral Response Acceleration S1 0 500g Ss: 1 250g Fundamental Period E W NS T Used 0 095s 0 095s Approximate Ta 0 095s 0 095s Maximum T 0 114s 0 114s Response Factor R 6 50 6 50 Fa: 1 0o Fv 1 5o WoodWorks® Shearwalls Structural Data STORY INFORMATION Story Floor /Ceiling Wall Elev [ft] Depth [in] Height [ft] Ceiling 10 83 0 0 Levell 2 83 10 0 8 00 Foundation 2 00 08054Lat3 Mar 25, 2009 14 56.20 7�s- 1 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft] I Face Type Slope Overhang [ft] i Block 1 1 Story N S Ridge Location X,Y 0 00 0 00 North Gable 90 0 1 00 Extent X,Y 26 00 26 00 South Gable 90 0 1 00 Ridge X Location, Offset 13 00 0 00 East Side 26 6 1 00 Ridge Elevation, Height 17 34 6 51 West Side 26 6 1 00 2 08054Lat3.wsw Level 1 of 1 N co co JD- WoodWorks® Shearwalls 0' 2763 2763 BS 1 N- V) N 38.1 100 1 A A AA, A A Factored shearline force (Ibs) t t I I Factored holddown force (Ibs) 0 C Compression force exists 0 Vertical element required Loads Shown W Forces: W 0 6D WoodWorks® Shearwalls 8.11 C &C 287 /35.4 B 1.. Al C &C28.7/35.4 I I A A A A A A 61.0 -160.3 160.3 -610 10' 15' SOFTWARE FOR WOOD DESIGN s l 100 1 38.1 20' Unfactored applied shear load (plf) Unfactored dead load (plf,lbs) Uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (Ibs) N 25' Mar 25, 2009 14:40:39 30' 0 W 35' 30' 25' 20' 15' cci -10' 5' -0' „5, 08054Lat3.wsw Level 1 of 1 CD CD •C Loads WoodWorks® Shearwalls L AAAAAAAAAAAAAAAAAAAAAAAAAAAA AAAAAAAA 35.9 0' 5' Factored shearline force (lbs) Lill Factored holddown force (Ibs) 0-0 Compression force exists Vertical element required Shown. Qe, Forces: 0 7E 0 6D• E 66.2 82.8 WoodWorks® Shearwalls 8.11 SOFTWARE FOR WOOD DESIGN 44 82.8 66.2 10' 15' 20' Unfactored applied shear load (plf) Unfactored dead load (plf,ibs) Applied point load or discontinuous shearline force (Ibs) pQe 0.2 Sds D p(NS) 1•0; p(EW) 1 0 Sds 0.83• Mar 25, 2009 14.40:39 25' 20' 25' 15' 10' 5' 5:9 -5' 7 b� �4 Gil/ a, W vl 010 w 5y -raPP i 7 Na r 11 wa.," Wes 7 -e..r Nock, ri ipet 517-? 0(i Gs /6 5>''raA 8 /0n3 Gonrr e� Tn� 7v 4 Ko s r,( b /ock L e7 O H VV A I/ W I nt 8� rt.c l [0 e" L. e es o c. fl .e 4/ F lock a// ea(re- w hc4 cv end -v z� /lctr o of y-ig r B� /ends 7► -e s 14,4 S l� A /l o u Cz> ?=t 4 l t o /25- Lateral Panel Plywood or OSB Shear Walls (2006 IBC) 1 Maximum Lateral 230 PLF 7/16 OSB (PS2) or CD Plywood (PS1) W/ unblocked diaphragms W /8d nails at 6' o c. edges and 12' o c. field W /z "x10' A.B 32' o c. with code washers W/ no special hold downs at wall panel ends. 2 Maximum Lateral 430 PLF (not used) 7/16 OSB (PS2) or CD Plywood (PS1) W/ all edges blocked W /8d nails at 3 o c. edges and 12' o c. field W/ 3x framing or double studs laminated with 10d nails at 3 o c. staggered at panel edges Including foundation plate W /'/z "x12' A.B 20' o c. with code washers W/ 3440 lb Hold down near wall panel ends 2 HDU4 -SDS2 5 w/ SSTB14 Anchor 5' minimum end distance Or STHD10 7 5 in from corner or more 3 Maximum Lateral 230 PLF 7/16 OSB (PS2) or CD Plywood (PS1) W/ blocked diaphragms W/ blocking between studs top bottom of window W/ CS16 on blocking from end to end of wall, top bottom of window W /8d nails at 6" o c. edges and 12' o c. field W/ 8dx3' screws 6' o c. wall plate to sub -floor with glue W/ no special hold downs at wall panel ends Note Second floor sub -floor to extend out to rim joist on all sides except at the stairway opening 08054LP2 1 doo Toe F7/ cc__ 4,k i/4 TA 1 7 g /6 °o c, y� xrb G1-0 V Pe. X s/, k i0 4-- Cohu vI4 1 k 6 19,L z use GB56 A fret v i v, uy Cyr ?Z�- 1V-L-- °o E zLc pc; I', dd er we al N' i' tt r Tr IA 1. L 6L= �L4 Amu p t c f F6 9 I 7/e9 fs-.68 lid! xiio 'i ,t iz' Foe tX1 #i/ 0,4 "o c e/tV, 3 ^ei.e.t -r 7„-Ixz X8 /1 atG ti.o 14.1 G1 A' I-6 �o c ddc 6( Weil( 1, 35 rw.e.e- vt S Ze-r 1s ,S 9' 9' 1 le 5 6 36 L,- ,2 /GV,r //0 tW R p r .es%U.✓ .e 7- 7 fSS t e r 4 o— �z 5/ .1, !�Q" q C 2 3 7 fr t Wa (7 ,7-0 o p l4 !5 2— 1P Ley D r&) /yf .L- VI eE ,qi 3 Lod F� /9 a/ Retaining Wall Duchow October 2008 Retaining Wall (a) (b) Wall Height Soil Backfill Maximum height (max.) (Ft.) (Ft.) Retaining Wall 8' 6' 8 0' 35' Between Corners 8' 6' 7' 0' 25' Between Corners 08054WT (c) (d) Reinforcement Vertical Horizontal (o c.) (o.c.) #4 12' o.c. #4 16' o.c. #4 12' o.c. 8' 6' 8 0' 35' Between Corners This design reduces excavation by placing All walls require sheer key unless the floor (e) Footing Longitudinal (o c.) Retaining Wall #4 12' o.c. #4 12' o.c. 10 #4 16' o.c. #4 16" o.c. 8 #4 12' o.c. #4 12' o.c. 36 more footing under slab for retaining wall• slab is poured before backfill. (f) (g) (h) Footing Footing Footing Front Back Depth (In.) (In) (In.) Page 1 26 22 10 10 8 10 (I) Reinforcement Dist. from Face (In 4 4 4 (k) (1) Thickness Requires Wall Bent Vert. (in.) Steel 10 yes 8 yes 10 yes or as shbwn in design. Longitudinal Reinforcement #4 16" Foundation drain Bent Bars T Afir N O o W rue: m m m c>7 Nm Concrete Foundation Retaining Wall 0 y o .e Client Wayne charlotte Duchow co 231 E. 1st Street Port Angeles, WA 98362 PT 2 "x6" Plate Top of backfill Reinforcement Clearance Distance from Face to reinforcement 1" Drain Rock Transverse Reinforcement "C" Vertical Reinforcement "C" Horizontal Reinforcment "d" Note g f +g +k Footing "i" b N b Footing Back Wall Front Wall Section Gene Unger Engineering, INC. 1401 W 7th (360)452 -2098 Port Angeles, WA. 98363 1/2x10" A.B. 32" o.c. or as per lateral. of CT CD II Floor slab o o co k f d x CD a s Concrete to be 2500 psi (6sack may be required). Reber to be grade 40 or 60. Retaining Wall Duchow October 2008 8 Ft. Moment Soil Pressure (Concrete strength up to 2500 psi before backfill) Soil Height 96 in Height of wall 102 in Height of footing 10 in Distance from wall face to steel 4 in Thickness of wall 10 in Footing front 10 in Footing back(under soil) 26 in Weight of soil 115 pcf Weight of Concrete 160 pcf phee angle 33 Degrees Sliding friction phee 0.3 100 Soil Pressure Bearing 1500 P S F Soil Pressure Horizontal 1214 40 P L.F of wall Anchor Bolt shear strength 20 per bolt Moment Floor Anchor Bolts 62.96 Ft. Lbs Moment from Bldg Load 762.50 Ft. Lbs Moment from Horizontal Steel 401 06 Ft. Lbs Moment Wall 1416 67 Ft. Lbs Moment Footing 979.63 Ft. Lbs Moment Soil 5481 67 Ft. Lbs Moment Soil Pressure 4250 40 Ft. Lbs Total 4854.09 Ft. Lbs. Overturning Moment 7877 96 Ft. Lbs. Rectangular Soil Pressure 7.35 P1 Triangular Soil Pressure 2.45 P2 Critial Factors. Minimum steel ratio 0 0015 Fy 40 000 00 P S.I fs 20,000 00 P S I 085 Fc 2,500 00 PSI Factor of Safety 1 70 08054W 1 plus plus plus plus plus plus minus 2.7 o.c. Retaining Wall Distance between Corners Vertical Loads Live Load of Building Dead Load of Building Wall Footing Soil Total Rectangular Soil Pressure Triangular Soil Pressure Factor to zero P1 Uniform P1 Triangular Pressure P2 Footing pressure on Retaining Wall Overturning Moments about front toe Soil Pressure Moment Factor of safety Sliding Friction Resistance Allowable Pressure Minimum steel Maximum steel a= Moment Ultimate (min reinf Moment Actual Area Steel Required Area of Steel per bar Bar Spacing #4 @12' o.c. Page 1 35 Ft. 0 00 P.L.F of wall 150 00 P L.F of wall 1133 33 P.L.F of wall 511 11 P L.F of wall 1993 33 P.L.F of wall 3787 78 P L.F of wall 3.83 P1 1.92 P2 1 92 1240 48 P.S.F -504 73 P.S.F soil side. 9104 49 4250 40 2.14 2 OK. 13636 P L.F of wall 2420 P.S.F 0 180 Sq In. /Ft. 1 670 Sq In. /Ft. 0.2824 In 3 163 76 Ft. Lbs 2,774.38 Ft. Lbs 0 180 Sq In. /Ft. 0.2 Sq In 12 In 0.200 Sq. In OK. 08054W1 Retaining Wall Wall Horizontal resistance Spacing of Horizontal Steel Area of steel per bar Length of wall btwn corners Resistive Moment Capacity Soil pressure capacity Footing moment Reduction Horizontal steel 4 ©12 o.c. 0.2 Sq. In. OK. Minimum steel Area of Steel per bar Bar Spacing 4 12' o.c. Footing Reinforcement: Min. steel in footing Spacing of Steel Area of steel per bar #4 @12' o.c.= Page 2 12 in 0.2 Sq In. 35 Ft. 13 600 In. Lbs 11 PSF 401 Ft. Lbs 0 180 Sq In. /Ft. 0.2 Sq In 12 In 0.200 Sq. In. OK. 0 18 Sq In. /Ft. 12 in 0.2 Sq In 0.200 Sq. In. OK. I Retaining Wall Duchow October 2008 8 Ft. Moment Soil Pressure (Concrete strength up to 2500 psi before backfill) Soil Height 84 in Height of wall 102 in. Height of footing 10 in Distance from wall face to steel 4 in Thickness of wall 8 in Footing front 8 in Footing back(under soil) 22 in. Weight of soil 115 pcf Weight of Concrete 160 pcf phee angle 33 Degrees Sliding friction phee 0.3 100 Soil Pressure Bearing 1500 P S.F Soil Pressure Horizontal 929 78 P L.F of wall Anchor Bolt shear strength 20 per bolt Moment Floor Anchor Bolts 62.96 Ft. Lbs plus Moment from Bldg Load 737.50 Ft. Lbs plus Moment from Horizontal Steel 589 56 Ft. Lbs plus Moment Wall 906 67 Ft. Lbs plus Moment Footing 668.52 Ft. Lbs plus Moment Soil 3320.63 Ft. Lbs plus Moment Soil Pressure 2944.29 Ft. Lbs minus Total 3341.55 Ft. Lbs. Overturning Moment 4895.81 Ft. Lbs. Rectangular Soil Pressure 5 01 P1 Triangular Soil Pressure 1 67 P2 Critial Factors: Minimum steel ratio 0.0015 Fy 40 000 00 P S.I fs 20 000 00 P S I 0.85 Fc 2,500 00 PSI Factor of Safety 1 70 08054W2 Retaining Wall Distance between Corners Vertical Loads Live Load of Building Dead Load of Building Wall Footing Soil Total Rectangular Soil Pressure Triangular Soil Pressure Factor to zero P1 Uniform P1 Triangular Pressure P2 Footing pressure on 2.7 o.c. Retainina Wall Overturnina Moments about front toe Soil Pressure Moment Factor of safety Sliding Friction Resistance Allowable Pressure Minimum steel Maximum steel a= Moment Ultimate (min. reinf Moment Actual Area Steel Required Area of Steel per bar Bar Spacing #4 @16' o.c.= Page 1 25 Ft. 0 00 P.L.F of wall 150 00 P.L.F of wall 906 67 P L.F of wall 422.22 P.L.F of wall 1475 83 P.L.F of wall 2954.72 P L.F of wall 3 17 P1 1 58 P2 1.58 1063.21 P.S.F 260.28 P.S.F soil side. 6285 83 2944.29 2.13 >2OK. 10637 P L.F of wall 2305 P.S.F 0 144 Sq In. /Ft. 1 114 Sq In. /Ft. 0.2259 In 1 679.21 Ft. Lbs 1 516.95 Ft. Lbs 0 144 Sq In. /Ft. 0.2 Sq In 16 In 0 150 Sq In. OK. 08054W2 Retaining Wall Wall Horizontal resistance. Spacing of Horizontal Steel Area of steel per bar Length of wall btwn corners Resistive Moment Capacity Soil pressure capacity Footing moment Reduction Horizontal steel 4 16' o.c. 0 15 Sq. In. OK. Minimum steel Area of Steel per bar Bar Spacing #4 ©16' o.c.= Footing Reinforcement: Min steel in footing Spacing of Steel Area of steel per bar #4 @16 "o.c.= Page 2 16 in 0.2 Sq In 25 Ft. 10,200 In Lbs 16 PSF 590 Ft. Lbs 0 144 Sq In. /Ft. 0.2 Sq In 16 In 0 150 Sq In. OK. 0 18 Sq In. /Ft. 16 in. 0.2 Sq In 0 150 Sq. In. OK. Retaining Wall Duchow October 2008 8 Ft. Moment Soil Pressure (Concrete strength up to 2500 psi before backfill) Soil Height 96 in Height of wall 102 in Height of footing 10 in Distance from wall face to steel 4 in Thickness of wall 10 in Footing front 36 in Footing back(under soil) 10 in Weight of soil 115 pcf Weight of Concrete 160 pcf phee angle 33 Degrees Sliding friction phee 0.3 100 Soil Pressure Bearing 1500 P S.F Soil Pressure Horizontal 1214 40 P L.F of wall Anchor Bolt shear strength 20 per bolt Moment Floor Anchor Bolts 62.96 Ft. Lbs plus Moment from Bldg Load 1087 50 Ft. Lbs plus Moment from Horizontal Steel 401 06 Ft. Lbs plus Moment Wall 3872.22 Ft. Lbs plus Moment Footing 1451.85 Ft. Lbs plus Moment Soil 3258.33 Ft. Lbs plus Moment Soil Pressure 4250 40 Ft. Lbs minus Total 5883.53 Ft. Lbs. Overturning Moment 8582.41 Ft. Lbs. Rectangular Soil Pressure 10 89 P1 Triangular Soil Pressure 3 63 P2 Critial Factors. Minimum steel ratio 0 0015 Fy 40 000 00 P.S.I fs 20 000 00 P.S.I 0.85 Fc 2,500 00 PSI Factor of Safety 1 70 08054W3 Retaining Wall Distance between Corners Vertical Loads Live Load of Building Dead Load of Building Wall Footing Soil Total Rectangular Soil Pressure Triangular Soil Pressure Factor to zero P1 Uniform P1 Triangular Pressure P2 Footing pressure on 2 7 o.c. Retainina Wall Overturning Moments about front toe Soil. Pressure Moment Factor of safety Sliding Friction Resistance Allowable Pressure Minimum steel Maximum steel a= Moment Ultimate (min reinf Moment Actual Area Steel Required Area of Steel per bar Bar Spacing #4 @12' o.c.= Page 1 35 Ft. 0 00 P.L.F of wall 150 00 P.L.F of wall 1133 33 P L.F of wall 622.22 P L.F of wall 766 67 P L.F of wall 2672.22 P L.F of wall 467 P1 2.33 P2 2.33 1219.30 P.S.F 1293.37 P.S.F soil side. 10133.93 4250 40 2.38 2 OK. 9620 P L.F of wall 2420 P.S.F 0 180 Sq In. /Ft. 1 670 Sq In. /Ft. 0.2824 In 3 163 76 Ft. Lbs 2,774.38 Ft. Lbs 0 180 Sq In. /Ft. 0.2 Sq In 12 In 0.200 Sq. In. OK. 08054W3 Retaining Wall Wall Horizontal resistance Spacing of Horizontal Steel Area of steel per bar Length of wall btwn corners Resistive Moment Capacity Soil pressure capacity Footing moment Reduction Horizontal steel 4 12' o.c. 0.2 Sq. In. OK. Minimum steel Area of Steel per bar Bar Spacing 4 12' o.c. Footing Reinforcement: Min steel in footing Spacing of Steel Area of steel per bar #4 @12' oc.= Page 2 12 in 0.2 Sq In 35 Ft. 13 600 In Lbs 11 PSF 401 Ft. Lbs 0 180 Sq In. /Ft. 0.2 Sq In 12 In 0.200 Sq. In. OK. 0 18 Sq In. /Ft. 12 in 0.2 Sq In 0.200 Sq. In. OK. 1 6 .4! 4 4:5 \ii t7 't() r. t i 4, .1 (.(io. t. 7 r •14e_W IV. H '1---- f i. 1 TV I r-IFi L-1 P4 7 1,f .-r".' -Ks 1 t 2 1 V* I -1 I 1' OWN,S4 A.-DP-E i r 0 4 ATI" I \;qr triliF4) 4 51 2, ser .9-T H 349 j 2-9 5•2 2 1 t2 7' 5F. At?( ATCAIE: 1 eo rt to #ti0-1401z- c4j 2 i i -0/ 5, 4 2 -5 V i r P-617 ii V*' IA. .T I 4-1-Erpp r .I A14 4 4,A t, t-A, 3 c l.Y4 7 I-. c. 4 I 1 I_ Til-- Ft I 1 -..1 2 4-.F,, 6C0 1 -7 4Q Y 46,. 3 i 0' 1 141 i .-i i .1 ••••'4.-i I I 4 0 Y14 n ‘-t" (--Ois- C >Li k 1 I 1 -1-0rEV 1 t?„....,A.c. 1.1 ii: 4. -P t.c. j k 2 w I I 4:P t.•• vfoapatE .4.. 4- 4, 444,, sl.•*.= --.4-?. J.--..."--- -4 '.4.--- 9 rx IVAN 0 71 t s astearentammossaMittstr L11 :1 4Sttik F,ift T. o .03' 0 r" ampt.os,ar. 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