Loading...
Report 4x6 DF#2 POST 3 1/2 x 7 1/2" GL SEE DETAIL NEW 4x8 DF#2 UNDER W/SIMPSON U210 SD/7 EXIST'G POST ABOVE WITH JOIST HANGERS SIMPSON HU48 HANGER. NEW 4x6 DF#2 SEE DETAIL SD/2 SEE DETAIL SD/1 MIN. WITH (1) ` II (2)2x6 DF#2 2x6 KING AND POST t (1)2x6 CRIPPLE 5 1/2 x 10 1/2" GL \\-(2)2x6 DF#2 4x6 POST DF#2 SIMPSON POST HU48 HANGER u u NEW 4x8 DF#2 EXISTING NEW 4x6 DF#2- FLOOR BEAM MIN. WITH (1) 2x6 KING AND (1) 2x6 CRIPPLE (2)2x4 DF#2 NEW 4x6 DF#2 POST MIN. WITH (1) EXISTING 4x6 2x6 KING AND , :. . . . ••POST • (1)2x6 CRIPPLE • . , : SIMPSON:HU48:. ••• '�.. •_ HANGER • . " •EXISTING FLOOR BEAM I ..• .EXISTING:. . • FLOORBEA.M • 5 1/2•x.7 i/26.GC • SIMPSON HU48 NEW 4" HANGER .. • ,EXISTING•SLAB-ON-GRADE •.• • FLOQR8EA11tl: WITH #3 BAR @ 18" OC EACH WAY . :: . . .EXISTING .. STRUCTURE PLAN•• FLOOR BEAM ••. 4X6 DF#2 •• : PosT 1 /4" = 1 ' PLACE THE NEW ■ POST PER DETAIL ■■t PLACE THE NEW SD/5 I POST PER DETAIL PLACE THE NEW II SD/5 POST PER DETAIL SD/3 ■■I EXISTING 6"x18"-/ CONCRETE FOOTING NEW 12" DIA x 6" EXISTING 5'x12" PLACE THE NEW POST DEEP FOOTING CONCRETE FOOTING PER DETAIL SD/5 NOW REINF. REQ'D SEE ■ DETAIL SD/6 NOTE: 1 ALL NEW POST TO HAVE SOLID BEARING TO (E) FOOTING. U.N.O. 2. POST AND FRAMING SHALL HAVE 0.5" SEPARATION FROM CONCRETE, WHEN POSSIBLE. IF POST OR FRAMING SHALL PLACE THE NEW BE PRESSURE TREATED IF IN CONTACT POST PER DETAIL WITH CONCRETE. SD/4. W/SIMPSON IACEPOSTCAP. FOUNDATION PLAN 1 /4" = 1 ' EXISTING PLYWOOD 4x4 BLOCK UNDER EXISTING(2) ENTRYWAY POINT LOAD 2x10 BLKG - - NEW 2x SILL NEW POST EXISTING EXISTING PLATE PER PLAN DECKING 2x10 JOISTS EXISTING PLYWOOD SHTG ■��••,/ NEW PT 4x4 POST TO BE V ALIGNED WITH THE NEW I POST ABOVE CAVITY) Z ''''S' 1"-----. if IIMII EXISTING FOOTING (18"WIDE V.LF.) \ / ° ° EXISTING GRADE NEW 2x8 x 16"LONG NEW GL BEAM 44 v ATTACHED TO EXISTING PER PLAN d 4x8 WITH(4)1/4"x 3" ° o SIMPSON SDS SCREWS (2 EA SIDE OF 4x8) NEW 4x8 AND SIMPSON HANGER PER PLAN SD SD SCALE SCALE: 1"=V-0" 1 15-T160 3 15-T160 NEW PT 4x6 POST ° 4 EXISTING NEW 3 1/2x GL RETAINING WALL BEAM PER PLAN ° EXISTING PLYWOOD ° EXISTING- NEW 2x4 STUD WALL DECKING EXISTING m 2x10 JOISTS °° 4 NEW PT 2x SILL PLW/1/2"DIA N�.I�%••■/■11•F■V/—IIII■ WEDGE ANCHORS @ 32"OC ° IL a ° NEW 4"SLAB-ON-GRADE WITH ° #3 BAR @ 18"OC EACH WAY. , 3,000 PSI MINIMUM ° ` ° 4 d ° lirc ` . 11 1 1 //\\\ to SIMPSON Ell•• H210 HANGER 4"-6"OF 3/4"-0 GRAVEL. COMPACTED. C1-_- SD SCALE: - 15-T160 4 / SCALE: 2 15-7160 DETAILS NOT TO SCALE • NEW POST PER PLAN NEW 2x SILL PLATE EXISTING NOTCH THE NEW GLULAM BEAM TO RETAINING WALL SIT THE EXISTING BEAM OVER THE tY2t- NEW GLULAM EXISTING NEW BEAM(DO NOT OVER BE AM PER PLAN PLYWOOD SHTG NOTCHED) a ° / //G1/L%/r7%L7/m°e 1%/% ° EXISTING 4x BEAM AT CRAWL SPACE • ° EXISTING 4x BEAM SIMPSON ACE UNDER THE POST ABOVE(V.I.F). a POST CAP (USE 4X P.T.BLOCK x 16"LONG MIN. ° IF CONDITION VARIES) 4 EXISTING GRADE NEW POST n ° 4 ° PER PLAN ° ° ° SD SD SCALE: 15-T160 7 SCALE: 5 15-T160 NEW 2x SILL NEW POST PLATE PER PLAN EXISTING PLYWOOD SHT'G NEW PT 4x4 POST TO BE ALIGNED WITH THE POST ABOVE 41V%/II4VAVAKW%/ /�41FAV A''////f Fir NEW CONCRETE PER PLAN ° EXISTING GRADE 4 SSCALE: 15-T160 DETAILS NOT TO SCALE 1 I _ LOFT SING c_osEr / J3 O / N(32y • ni py .l 1.1 NtE5 AS A)8.-1) 4 r�a,a:n(:„, CLIENT: 6969 SW Hampton St. PAGE / Portland,Oregon 97223 503-624-7005 PROJECT: 1111.• ` 3 ❑ Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97701 541-383-1828 FROELICH rJo ,,,, r'- DATE: E N G I N E E R S n 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 wv,w.froelich-engincers.coo' 720-560-2269 BY: AIEc.I &!AA& ®e Ge"/ 17L s /2. Ps, r 14PFFor. ROOF LL r c-! O f 5 F lapbF 'moor ' ° IA SL.s25P & 13 Ale,y : ' 1t lF S¢�A�Ir i2 o .. EN- . (iy) ( )+ (lo )(to ) t<lo )(1�) syeaP LLs ( 10 ) ( C(o ) r 'goo PIP SL : (/ci') (25) s 350 n-F P(Fgo A►8z) G 9 • f L s50041 LL. s /000l4 Ala.20: 5 PAN r 6 -- b r 4' Cc.N-key- /ra (2) ExisT c. 3eAA .S LL.s (11 ) ((-1/)( 12 ) r Kook LLs- ($ )(4')(go) r 1Z$0 * N 8 3, : i o .. SPANS - 0 f DI. ( E7 )( )7)-t(1O) (1a )100)(12) s 5/o ft.F LLs ()o')No) s goo PIF SLr ( m7)(2S) s 41 2.5 PCP N B`I, S FAAI s 3-a -- Pe. C e..,.cf e r Fro. (.z) Ex's-Fa 8 EARS Di_s- goom .( SEC- NL3 Z LLz /2$0” ),: CLIENT: 6969 SW Hampton St. PAGE Portland,Oregon 97223 503-624-7005 PROJECT: ❑Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97701 . . 541-383-1828 FROELICH nn3n03 rt DATE: E NGINEER 5 6 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 www.froelich-engineers.com 720-560-2269 BY. sPANr 11 _0 Po4Nr toA.p Flo M (2.3 EX%sr G SEAMS e3- 47 DL: goo 56& ik1g2- LL r /270* AJB , : ( 5EE AI Li) • . , COMPANY PROJECT WoodWorks ' 8Of IWARt FOR W000 D.SIGN Sep. 10,2015 11:38 N B 1.wwb Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full UDL 460.0 No Load2 Live Full UDL 400.0 No Load3 Snow Full UDL 350.0 No Load4 Dead Point 500 6.00 No Loads Live Point 1000 6.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0 0 0' 12' Dead 3090 3090 Live 3750 3750 Total 6840 6840 Bearing: LC number 3 3 Length 1.91 1.91 _ Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/2x10-1/2" Self Weight of 13.3 plf automatically included in loads; Lateral support:top=at supports, bottom=at supports; Load combinations: ICC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 136 Fv' = 240 fv/Fv' = 0.57 Bending(+) fb = 2401 Fb' = 2400 fb/Fb' = 1.00 Live Defl'n 0.32 = L/444 0.40 = L/360 0.81 Total Defl'n 0.59 = L/245 0.60 = L/240 0.98 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 240 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Bending(+) : LC# 2 = D+L, M = 20219 lbs-ft Shear : LC# 2 = D+L, V = 5990, V design = 5226 lbs Deflection: LC# 3 = D+.75(L+S) EI= 955e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3. GLULAM bxd=actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT WOO dWorks ' SOFTWARE FOR WOOD DESIGN - Sep. 10, 2015 11:37 NB2.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft) Pat- Start End Start End tern Loadl Dead Point 400 3.25 No Load2 Live Point 1280 3.25 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 6-6" Dead 220 220 Live 640 640 Total 860 860 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.2, 4x8" Self Weight of 6 03 plf automatically included in loads; Lateral support:top=at supports, bottom=at supports; Load combinations: ICC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 51 Fv' = 180 fv/Fv' = 0.28 Bending(+) fb = 1081 Fb' = 1160 fb/Fb' = 0.93 Live Defl'n 0.07 = <L/999 0.22 = L/360 0.33 Total Defl'n 0.09 = L/823 0.32 = L/240 0.29 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 0.992 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 2762 lbs-ft Shear : LC# 2 = D+L, V = 860, V design = 856 lbs Deflection: LC# 2 = D+L EI= 178e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorks I - OH WARE h0R WOOD IXSIE.N Sep. 10,2015 11:39 NB3.wwb Design Check Calculation Sheet Sizer 2004a LOADS (Ibs, psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full UDL 510.0 No Load2 Live Full UDL 400.0 No Load3 Snow Full UDL 425.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 6' Dead 1548 1548 Live 1856 1856' Total 3404 3404 Bearing: LC number 3 3 Length 1.50 1.50 Glulam-Unbal., West Species, 24F-1.8E WS, 3-1/2x7-112" Self Weight of 6.04 plf automatically included in loads; Lateral support: top=at supports, bottom=at supports; Load combinations: ICC-IBC, Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 154 Fv' = 276 fv/Fv' = 0.56 Bending(+) fb = 1868 Fb' = 2717 fb/Fb' = 0.69 Live Defl'n 0.08 = L/883 0.20 = L/360 0.41 Total Defl'n 0.15 = L/481 0.30 = L/240 0.50 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.15 1.00 1.00 0.985 1.000 1.00 1.00 1.00 1.00 - 3 Fv' 240 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Bending(+) : LC# 3 = D+.75(L+S), M = 5107 lbs-ft Shear : LC# 3 = D+.75(L+S), V = 3404, V design = 2695 lbs Deflection: LC# 3 = D+.75(L+S) EI= 221e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3. GLULAM bxd =actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. . 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT - i WoodWorks® • SOFTWARE FOR WOOD DESIGN • Sep. 10,2015 11:40 NB4.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Point 400 1.50 No Load2 Live Point 1280 1.50 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0 0 0' 3' Dead 207 207 Live 640 640 Total 847 847 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.2,4x6" Self Weight of 4.57 plf automatically included in loads; Lateral support:top=at supports, bottom=at supports; Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 66 Fv' = 180 fv/Fv' = 0.37 Bending(+) fb = 860 Fb' = 1170 fb/Fb' = 0.74 Live Defl'n 0.02 = <L/999 0.10 = L/360 0.16 Total Defl'n 0.02 = <L/999 0.15 = L/240 0.14 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 1265 lbs-ft Shear : LC# 2 = D+L, V = 847, V design = 845 lbs Deflection: LC# 2 = D+L EI= 78e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. . COMPANY PROJECT 1 1 WoodWorks® SOFTWARE FOR WOOD DESIGN Sep. 10,2015 11:42 NB5.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft] Pat- Start End Start End tern Loadl Dead Point 400 3.00 No Load2 Live Point 1280 3.00 No Load3 Dead Point 400 7.00 No Load4 Live Point 1280 7.00 No MAXIMUM REACTIONS (Ibs)and BEARING LENGTHS (in) : e 0' 11' Dead 489 416 Live 1396 1164 Total 1885 1580 Bearing: LC number 2 2 Length 1.00 1.00 Glulam-Unbal.,West Species, 24F-1.8E WS, 5-112x7-112" Self Weight of 9.5 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 68 Fv' = 240 fv/Fv' = 0.28 Bending(+) fb = 1452 Fb' = 2400 fb/Fb' = 0.61 Live Defl'n 0.29 = L/457 0.37 = L/360 0.79 Total Defl'n 0.39 = L/340 0.55 = L/240 0.70 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 240 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Bending(+) : LC# 2 = D+L, M = 6241 lbs-ft Shear : LC# 2 = D+L, V = 1885, V design = 1879 lbs Deflection: LC# 2 = D+L EI= 348e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM: bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT i I WoodWorks® SOFTWARE FOR WOOD DESIGN Sep. 10,2015 11:40 NB6.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Point 400 1.50 No Load2 Live Point 1280 1.50 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : A 0' 3' Dead 207 207 Live 640 640 Total 847 847 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.2,4x6" Self Weight of 4.57 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports; Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 66 Fv' = 180 fv/Fv' = 0.37 Bending(+) fb = 860 Fb' = 1170 fb/Fb' = 0.74 Live Defl'n 0.02 = <L/999 0.10 = L/360 0.16 Total Defl'n 0.02 = <L/999 0.15 = L/240 0.14 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 1265 lbs-ft Shear : LC# 2 = D+L, V = 847, V design = 845 lbs Deflection: LC# 2 = D+L EI= 78e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Allowable Post Compression Loads for Douglas Fir Larch Posts in Walls • - DF#2 Pls HF#2 Pk Lumber Perp to Perp to Compression Capacity Parallel to Grain, Pc(Ibs) (100) Framing Grain, Pc_i_ Grain, Pci Nominal Top Plate Height(ft) Size Grade (Ibs) (Ibs) 9 10 11 12 14 (1) 2x4 #2 3281 2126 2580 2120 1765 1490 - (2) 2x4 #2 6563 4253 5165 4240 3535 2975 - .142'�� (3) 2x4 #2 9844 6379 7745 6360 5300 4465 - r 4x4 #2 7656 4961 6025 4945 4120 3470 - p�C 4x6 #2 12031 7796 11540 9420 6450 5440 4x8 #2 15859 10277 12345 10165 8485 7175 1 4x10 #2 20234 13112 15650 12910 10790 9130 - (1) 2x6 #2 5156 3341 7975 6965 6050 5260 4000 (2) 2x6 #2 10313 6683 15950 13935 12105 10515 8000 ..,1‘,S (3) 2x6 #2 15469 10024 23925 20900 18155 15775 12000 r 4x6 #2 12031 7796 18605 16255 14120 12270 9300 4% 6x6 #1 18906 12251 23560 21565 19480 17435 13800 Ci 6x8 #1 24922 16149 32125 29410 26560 23775 18800 6x10 _ #1 31797 20604 Shaded values are limited by DF#2 Plates Perpendicular to Grain bearing allowable load. Shaded values are limited by HF#2 Plates Perpendicular to Grain bearing allowable load. lb(in) 1.5 2.5 3 3.5 4.5 5.5 >6 Cb 1.25 1.15 1.13 1.11 1.08 1.07 1.00 Perpendicular to grain allowable loads do not include the NDS Bearing Area Factor, Cb. For posts whose bearing area is not closer than 3" from the end of a sill plate, the P,c�values may be multiplied by Cb. lb = Bearing Length (post thickness) DF#2 F,i 625 psi C_ = Bearing Area Factor per NDS 3.10.4 HF#2 F. 405 psi • • • FROELICH CONSULTING ENGINEERS INC., Client: Project: Project#: By: Footings Design Maximum Allowable Required Required Dimensions Used Dimensions Footing Bearing Footing Size Load(13,00 q�i°" Area Weight Pressure W(ft) I L(ft) W(ft) I L(ft) I D(in) g 18" x cont x 6" 7000 1500 4.67 2.16 2.16 1.5 3.5 6 394 1408 12"dia x 6" 1100 1500 0.73 0.86 0.86 1 1 6 59 1476 12"x cont x 6" 2250 1500 1.50 1.22 1.22 1 2 6 150 1200 ** Indicate maximum load at header supports for continuous footing *** Indicates maximum pt load for beams on continuous footing Required Area: _(p / )°5 �°r q��°W Bearing Pressure =(Ptot+Wftg)/(W*L) =(Pt°,+Wftg)/(W*L*3.1415/4) Client: Project: Project#: Date: By: YSP FROELICH ENGINEERS A WIND FORCE CALCULATION- MWFRS Side-Side Event ASCE 7-10 SECTION 27-2 METHOD 2 -ANALYTICAL PROCEDURE Basic Wind Speeds Input 3 Second Gust Vas= 120 mph Wind Directionality Factor Ka= 0.85 Table 26.6-1 Wind Importance Factor IH,= 1.00 Wind Exposure Category= B Building Parameters Horizontal Dimension of Bldg B = 24 ft Measured Normal to wind direction Horizontal Dimension of Bldg L= 36 ft Measured Parallel to wind direction Mean Roof Height h = 27 ft Highest Roof Level h„ = 27 ft Approximate Fundamental Period Ta= 0.24 sec Eq. 12.8-7 Output- Fundamental Frequency f= 4.2 Hz> 1 Hz Therefore Rigid Topographic Effects Input Hill Height H= 0 ft Figure 26.8-1 Length of 1/2 hill height Lh= 1 ft Figure 26.8-1 Dist. From Crest to Bldg. x= 0 ft Figure 26.8-1 Height Above Local Grade z= 0 ft Figure 26.8-1 Horizontal Attenuation Factor m= 1 Figure 26.8-1 Height Attenuation Factor g= 1 Figure 26.8-1 Shape Factor KI/(H/Lh)= 1 Figure 26.8-1 Output-Topographic Multipliers K1 = 0.00 K2= 1.00 K3 = 1.00 Topographic Factor Kc,= 1.00 Gust Effects Input Integral Length Scale Factor!' = 320 ft Table 26.9-1 Integral Length Scale nominal height of boundary zg= 1200 Table 26.9-1 3-s gust exponent a= 7.00 Table 26.9-1 Turbulence Intensity Factor c= 0.30 Table 26.9-1 Power Law Exponent e = 0.33 Table 26.9-1 Minimum Height zm;n = 30 ft Table 26.9-1 Integral Length Scale of Turbulence LZ= 310 ft Output- Background Response Factor Q= 0.91 Intensity of Turbulence IZ= 0.30 Gust Effect Factor G= 0.87 Pressure Coefficients Input Length to Width Ratio L/B = 1.50 Height to Length Ratio h/L= 0.75 Roof Pitch = 7 : 12 = 30.26 deg Velocity Pressure Exposure Coefficients Kh (see below) Table 27.3-1 External Pressure Coefficients Cp (see below) Figure 27.4-1 Direction Cp Height(ft) Kh qZ(psf) Velocity Windward 0.8 15 0.57 18.0 Pressure Leeward -0.50 20 0.62 19.6 Output qZ Roof Windward 0.20 25 0.67 20.8 Roof Leeward -0.6 30 0.70 22.0 40 0.76 23.8 50 0.81 25.4 60 0.85 26.8 70 0.89 28.0 80 0.93 29.1 90 0.96 30.0 100 0.99 31.0 120 1.04 32.6 h = 27 0.68 21.3 qh hparapet- 0 0.57 18.0 qh 1 Design Wind Pressures p (psf)-GCP;=(-) 16 psf(8psf for roof) min per 27.1.5 Internal Pressure Coefficient GCP; = -0.18 Figure 26.11-1 Wall Roof Horizontal Effects Horiz. Direction - Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 16.4 -5.5 21.9 ft 20 17.5 -5.5 23.0 25 18.4 -5.5 23.9 30 19.2 -5.5 24.6 40 20.5 -5.5 25.9 50 21.6 -5.5 27.0 60 22.5 -5.5 28.0 70 23.4 -5.5 28.8 80 24.1 -5.5 29.6 90 24.8 -5.5 30.3 100 25.5 -5.5 30.9 120 26.6 -5.5 32.1 27 18.7 -5.5 3.8 -3.7 24.2 8.00 Parapet 0 27.0 -18.0 45.0 Design Load Case 1 Controls- By Inspection ). Parapet Loading per ASCE7-10 27.4.5 Design Wind Pressures p (psf)-GCP;=(+) 16 psf(8psf for roof) min per 27.1.5 Internal Pressure Coefficient GCP;= 0.18 Figure 26.11-1 Wall Roof Horizontal Effects Horiz. Direction - Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 8.7 -13.1 21.9 ft 20 9.8 -13.1 23.0 25 10.7 -13.1 23.9 30 11.5 -13.1 24.6 40 12.8 -13.1 25.9 50 13.9 -13.1 27.0 60 14.9 -13.1 28.0 70 15.7 -13.1 28.8 80 16.5 -13.1 29.6 90 17.2 -13.1 30.3 100 17.8 -13.1 30.9 120 19.0 -13.1 32.1 27 11.0 -13.1 -0.1 -7.6 24.2 8.00 Parapet 0 27.0 -18.0 45.0 Design Load Case 1 Controls- By Inspection • . Parapet Loading per ASCE7-10 27.4.5 Design Wind Pressures(ASD) p (psf)- GCP; (-) 16 psf(8psf for roof)min per 27.1.5 0.6W per 2.4.1 Internal Pressure Coefficient GCP;_ -0.18 Figure 26.11-1 Wall Roof Horizontal Effects Horiz. Direction - Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 9.8 -3.3 13.1 ft 20 10.5 -3.3 13.8 25 11.0 -3.3 14.3 30 11.5 -3.3 14.8 40 12.3 -3.3 15.6 50 12.9 -3.3 16.2 60 13.5 -3.3 16.8 70 14.0 -3.3 17.3 80 14.5 -3.3 17.8 90 14.9 -3.3 18.2 100 15.3 -3.3 18.6 120 16.0 -3.3 19.3 27 11.2 -3.3 2.3 -2.2 14.5 4.80 Parapet 0 16.2 -10.8 27.0 Design Load Case 1 Controls- By Inspection Parapet Loading per ASCE7-10 27.4.5 Design Wind Pressures(ASD) p (psf) - GCP;=(+) 16 psf(8psf for roof) min per 27.1.5 0.6W per 2.4.1 Internal Pressure Coefficient GCP; = 0.18 Figure 26.11-1 Wall Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 5.2 -7.9 13.1 ft 20 5.9 -7.9 13.8 25 6.4 -7.9 14.3 30 6.9 -7.9 14.8 40 7.7 -7.9 15.6 50 8.3 -7.9 16.2 60 8.9 -7.9 16.8 70 9.4 -7.9 17.3 80 9.9 -7.9 17.8 90 10.3 -7.9 18.2 100 10.7 -7.9 18.6 120 11.4 -7.9 19.3 - 27 6.6 -7.9 0.0 -4.5 14.5 4.80 ■ - Parapet 0 16.2 -10.8 27.0 - Design Load Case 1 Controls- By Inspection . Parapet Loading per ASCE7-10 27.4.5 4 ❑ Ma,n Ottc, CLIENT: 6969 SW Hampton St. PAGE / Portland,Oregon 97223 _ f 503-624-7005 PROJECT: ill 0 Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97701 • ' 541-383-1828 FROELICH ,1- DATE: E N G I N E E R S A 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 msw.troelich-entiineer,,om 720-560-2269 BY: LAT RAL DE5,c / s (W%A1p a0V6LNS - ASSVMED) * L6AT h1A1-L- DES1G N= WiAlo LOAD. WR N. WI_ 1F WR, L(/y.3 A5) t(13.2 Psr=nS)t (13. 1PSFxS4 — 2 s 1‘ 30 2 2 'W L s ( 13.1 P a F x to' ) x ( 2 4,l ) s II 5 f 2 %oTAL GA1 in)Ds h1Rt WL s ` 630 .1 IS72t s 3200 St‘t0.r (..,jqv 12)cg;3v.. : , i . L . Is .7s .1. 7 .stl2. 7s s .30 1/z - PLy1.404bP y(..3S V r , .1 32ocy s 9a 7 PG F IS d NA%L5 Gd 6 o c a 6o4a=s 30 3o 4 $S /VA►L ® )2 oc. & Fiel-as OK - 1c12)5. ,v THE 1„iALc. roc cJp ber L s -25%._ 6 ` M0 (1..5) ( tl )( 1') s �27 6 lb• Ff- us <07 !'�F 2 .F+ MR s ((12)(1 ) t(IoP5F)(IcF)r( 175c)(L,)� Y.s 99 2 M T.s c s Mo - o.6 R s 7 2 76 - (0.6)(99oo L .S Ts c s 157 mob' 40 f-(oLpo v REQ'12