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Plans t Misc. Structural Calculations For Lateral & Partial Framing Design Hampshire (Wiltshire C) Lot 009 @ Hampton Court Legend Homes ma y.,(' Tigard, OR / 14A q ‘c, G IN OR ss 1) 0 15.472 y 0 fieivA i• / OREGON .n , '9 61 ' 25 9' F Z DINO Expires: 12/31/01 These Calculations Are Void If Seal And Signature Are Not Original • • • LIMITATIONS • • • ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND / OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. April 18, 2000 Job Number — 492.3 -99 T IM -R = F R . C= ONSULTING- aE?aI MAIN OFFICE CENTRAL OREGON 6969 SW Hampton St. 1183 NW Wall Street, Suite C Tigard, Oregon 97223 Bend, Oregon 97701 503.624.7005 503.383.1828 • • • • • / TOP OP Kate , . I - = ® ® fliouui mu ■ , . - TOP OP PLTUD. 641 _ TOP OR PLATE TOP OP PLATE P1 1011 11 1 I ®_ _ _ ® , _ — — J 1 > ' IF 1 II II I II il ...-= I 11111 i . . .. . ANTL BIDMO- I , 0 E ----- 1- 11 II II ll II Q II d I [I . TOP as P1.711.0. 61- I—" I� __ 1 11 .11 II • II II II , ;I • � EXTERIOR (FRONT) ELEVATION WALE 1/4• • l'-O' • • • • ---- J nL r t -*Tl 7 .G `r`1 s0 TIM x TFROELICN • CONS LTING 11#1111:6)1(i. SCOPE OF WORK • 8969 SW HAMPTON STREET TIGARD, OREGON 97223 503/524 -7005 503/6249770 FAX PROJECT: Wiltshire IIA CLIENT: Legend Homes SUBJECT: Scope of work JOB #: 492.0 -99 As per the client, the following items are addressed by the engineer: • 1. Lateral Design 2. Framing Members • Beams and Headers with spans of 10' and greater • Beams and Headers with point loads • Foundation design for resulting loads from the above mentioned beams and headers • . - • • ® :al q 1 • • = ' 'i'`' • t h �._ 5 {�, , v ti 9 . �, 1-..t. y 8 I I I ...61.P91Ae®1 l fr � I T �•�, IAA 0.,. .1.m -,rt 9t9:3 . ..Arm r • N �I to „ 1 z • . �rlle _ .— a ®1 1� 1 � 2111111111 •u1.e:e:..e.: e:e:e:e_.:e:...:1•..:....:.,. -1 .e:._e:•-x ._.:...._..e.. _.... MEM= ' • - I . ,, ..• . . - . :4(12) . • 8 gi • j . : _.., w pia ? " ,¢ i* ,, • Y:e _..: 1 11._.. 1..'. :l :...d.A:.:.li..�o�1.......e.♦ Ie.,I .._ Aeeo . • • ❑ . 6969 SW. Hampton Street CLIENT: U 4M/ fO/M f , , - : PAGE % .- Tigard, Oregon 97223 • TIM R . fcetigrd @teleport.com - .�/ e FAX 503:624.9 PROJECT: W /C- ,� " A - FROELICN 503 .624.7005_ 770 -. - . ; ❑ 1183 NW Wall =Street Suite PROJECT NUMBER: : CON SULTING Oregon 97701 " fc • E NGIN EE RS INC FAX 541383.769b corn DATE: , _ 541,383.1828 . ■ BY : . Z!°' °/ / ;x;61../e//t/( _ --. 21,/./ . , , _ . • • �_� 7.a 1 ., /0/0f. ' - . • - GIST' Z�f /O B1 '6. e /� c,' _ ZO % - 'LaD C /� - off .. . . 5r1c. L o /.ffi .-- tilt . S' %x /6l 2 Z' - // �:j_ Wii .., (J'Pl /2 (2'1 .ip /'G/`'. . ZvrC.- (2S -Af • .c. t' ',33Af1' .) Z'- / /(= %'Cf' - . ,pi/ ).- _ • . . . uE X/oaz L = • 3 . OC :10 /✓.. . • .. 4. �2/(" (,/f�� ✓2. ✓3 // • - - r ' ' ' /'( P,L 2 / ? psi; 5 091 4(s •7�%ip ❑ 6969 SW Hampton Street CLIENT: PAGE / Tigard, Oregon 97443 TIM `R fcetigrd�telepo PROJECT: G FROELICH FAX 503.644.9770 r ` y n 503.644.7005 (/�� ❑ 1183 NW Wall Street • Suite C PROJECT NUMBER: GONSUU r %,) Bend, Oregon 97701 ENGINEERS INC' � a ®48 696 om DATE: • BY: W ( /off ,lll /)(/.332/9.33 ,t /J 33 - (G.,‘7/ /e /-0 . ,P?IL ' 8 2 0ij,/ ? JL= /Go USE . (3) zXJo 412 (1,3 3) = 4 b . 7/k-f (/3 S 3/ id/ I , = ( 7k2S/ = 7 2 0 (4s, 7- zo l�S 6)C10' P PL -w = v0 / 9'o) S' 23 i (s7, Zev s 7s'1 td/- (/r 7 / 7 1 - /o,.rA 80 i aZ.A (2)0 Zre0 S.s t )2. zv Cv� Zd/ 111111111111111111M, 13 e/ft7 121=-1'2(1s4-1--)(11s2( } = /f2p 4 (S7o q S • G15 S� x4(4 W o. • ❑ 6969 SW Hampton Street CLIENT: PAGE 7 / TIM Tigard, Oregon 97223 n fcetigrd ®teleport.co PROJECT: F R FOELICH AX503.624.9770 r ` n 503.644.7005. ❑ 118 Wall Street PROJECT NUMBER: � =CONSULTING Bend , NW Oregon 97701 • Suite C r pC fcebend @coinet.com DATE: :ENGINEERS FAX 541.383:7 1• ; 541.383.1848 • ■- BY Z 'ID f 2 r4m /A/ ' y 7 ft ArA 7y_o/JJ)7.s'' 7J 3ov 37.x' /'Lp � Gd 1 ( //. r9(s 1 s ¢7¢ 7 ( 79/ = / ‘S'ij � @ 2 3. 73` ' = ( / sf)--!' }( // r9 7 /o (89 ' 2 3 f 2 °7 soa PCB= . • G(s Z�Z . w = (' 1 ;A{2 r 4 )] (32 = (.S I //a/ , /IS ,dim D ,VAT USt X /2 III 2 2.13 6 fr La ( /0,st 7ef 1,f.9( / j , loo •2 %o ° ;op i / 6 , 2 , 0 i 6 0 , 6 10 /I (/2/ 2/ • G/SL Via' /oz • 1 e . I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2FJ1.wbc . Woodworks® Sizer 97c Nov.15,1999 17:05:26 COMPANY I PROJECT Froelich Consulting Engineers, Inc. I Wiltshire IIA 6969 SW Hampton Street, Tigard, ORI Legend Homes Phone: (503) 624 -7005 I Fax: (503) 624 -9770 I DESIGN CHECK - NDS -1997 Joist DESIGN DATA: material: Lumber -soft @ 16.0 [in] spacing lateral support: Top= Full Bottom= @Supports total length: 14.00 [ft] repetitive factor: applied where permitted(refer to online help) Load Combinations: ICBO -UBC = = = yr= INPUT LOADS: (force =kips, pressure=psf, udl =plf, location ft) »Self- weight automatically included« = Load I Type I Distribution I Magnitude I Location I Pattern - I I I Start End I Start End I Load I I I I I 1 Dead Full Area 10.00 (16.0)* No 2 Live Full Area 40.00 (16.0)* No *Tributary Width (in) MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in) 14.0 ft=====-_== �== e= =�= e =a= ==== eee ° == == = = =o == Dead 0.12 0.12 Live 0.37 0.37 Total 0.49 0.49 B.Length 1.0 1.0 ############################################ # # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## DESIGN SECTION: D.Fir -L, No.2, 2x10 @ 3.296 plf This section PASSES the design code check. ############################################ # # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design ========================================== Value I Analysis /Design I I I I I Shear fv @d = 47 Fir' = 95 fv /Fv' = 0.50 Bending(+) fb = 962 Fb' = 1138 fb /Fb' = 0.84 Live Defl'n 0.29 = L/576 0.47 = L/360 0.62 Total Defl'n 0.43 = L/393 0.70 = L/240 0.61 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+ =900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.15 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA = __------- - - - - -- -- ===================.= = -----============================================ Bending( +): LC# 2 = D +L, M = 1.71 kip -ft Shear : LC# 2 = D+L, V = 0.49, V @d = 0.44 kips Deflection: LC# 2 = D +L Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L =live S =snow W =wind I= impact C =construction) DESIGN NOTES: = = 1. Please verify 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. • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2FB1.wbc WoodWorks® Slzer 97c Nov. 15, 1999 17:13:12 COMPANY I PROJECT Froelich Consulting Engineers, Inc. I Wiltshire IIA 6969 SW Hampton Street, Tigard, OR) Legend Homes Phone: (503) 624 -7005 I Fax: (503) 624 -9770 I DESIGN CHECK - NDS -1997 • Beam DESIGN DATA: material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 20.00 (ft) Load Combinations: ICBO -UBC INPUT LOADS: (force =kips, pressure =psf, udl =plf, location -ft) »Self- weight automatically included« --- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load I 1 I ) ) 1 Dead Full Area 10.00 (120.0)+ No 2 Live Full Area 40.00 (120.0)+ No *Tributary Width (in) MAXIMUM REACTIONS and BEARING LENGTHS (force =kips,length =in) 20.0 ft Dead 1.20 1.20 Live 4.00 4.00 Total 5.20 5.20 B.Length 1.6 1.6 ############################################ # # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## DESIGN SECTION: VG West.DF, 24F -V4, 5.125x16.5 @20.085 plf This section PASSES the design code check. ############################################ # # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## SECTION vs. DESIGN CODE (stress -psi, deflection -in) = =m�= Criterion I Analysis Value ) Design Value I Analysis /Design I i I i I Shear fv @d - 80 Fv' = 190 fv /Fv' = 0.42 Bending( +) fb = 1342 Fb' = 2336 fb /Fb' = 0.57 Live Defl'n 0.42 = L /575 0.67 = L/360 0.63 Total Defl'n 0.60 = L/396 1.00 = L/240 0.60 FACTORS: F CD CM Ct = CL CF CV Cfu Cr LC# ====--==================================--- Fb' += 2400 1.00 = 1.00 1.00 1.000 1.00 0.973 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA = __ - _ -- --= �� = = - -__ Bending( +): LC# 2 = D+L, M = 26.00 kip- ft - � - = � 6 == -_� Shear : LC# 2 = D+L, V = 5.20, V @d = 4.49 kips Deflection: LC# 2 = D+L Total Deflection = 1.50(Defln dead) + Defln_Live. (D -dead L=live S -snow W=wind I= impact C= construction) DESIGN NOTES: = � � --��_�� =- �� - � 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of CV is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 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). . /67 . I I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2FB2.wbc Woodworks® Sizer 97c Nov. 15, 1999 17:23 :18 COMPANY I PROJECT Froelich Consulting Engineers, Inc. I Wiltshire IIA 6969 SW Hampton Street, Tigard, ORI Legend Homes Phone: (503) 624 -7005 I Fax: (503) 624 -9770 I DESIGN CHECK - NDS -1997 RoofJoist DESIGN DATA: ===== material: Lumber -soft @ 24.0 [in] spacing - lateral support: Top= Full Bottom= @Supports total length: 14.50 [ft] . Load Combinations: ICBO -UBC INPUT LOADS: (force =kips, pressure =psf, udl =plf, location ft) - »Self- weight automatically included« Load 1 Type 1 Distribution I Magnitude 1 Location I Pattern I I 1 Start End I Start End I Load I I I I I 1 Dead Full UDL 30.00 No 2 Live Full UDL 116.00 No MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in) 14.5 ft _=====_________________=__ - __=_____ Dead 0.27 0.27 Live 0.84 0.84 Total 1.11 1.11 B.Length 1.0 1.0 ############################################ # # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## DESIGN SECTION: D.Fir -L, No.2, 4x10 @ 7.690 plf This section PASSES the design code check. ############################################ # # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## SECTION vs. DESIGN CODE (stress =psi, deflection =in) Criterion 1 Analysis Value I Design Value I Analysis /Design 1 I I I 1 Shear fv @d = 46 Fv' = 95 fv /Fv' = 0.49 Bending( +) fb = 971 Fb' = 1080 fb /Fb' = 0.90 Live Defl'n 0.31 = L/557 0.48 = L/360 0.65 Total Defl'n 0.46 = L/374 0.73 = L/240 0.64 FACTORS: F CD CM = = = = Ct 9 = = = CL CF = CV Cfu Cr LC# r Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Flt' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 =--== _°__-== = === == = ° °___ °___----- ___ °_____ °______ ADDITIONAL DATA Bending(+): LC# 2 = D +L, M = 4.04 kip-ft Shear : LC# 2 = D +L, V = 1.11, V @d = 1.00 kips Deflection: LC# 2 = D+L Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L =live S =snow W =wind I =impact C =construction) 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. 1/ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2FB3.wbc . WoodWorks® Sizer 97c Nov. 16, 1999 17 :33:36 COMPANY I PROJECT . Froelich Consulting Engineers, Inc. I Wiltshire ILA 6969 SW Hampton Street, Tigard, ORI Legend Homes Phone: (503) 624 -7005 I Fax: (503) 624 -9770 I • DESIGN CHECK - NDS -1997 RoofJoist DESIGN DATA: material: Lumber -soft @ 24.0 [in] spacing lateral support: Top = Full Bottom= @Supports total length: 3.75 [ft] Load Combinations: ICBO -UBC INPUT LOADS: (force =kips, pressure=psf, = udl =plf, location =ft) _ »Self- weight automatically included« Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End 1 Start End I Load I I I I I 1 Dead Full UDL 13.00 No 2 Live Full UDL 53.00 No 3 Dead Point 0.22 2.50 No 4 Live Point 0.89 2.50 • No MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in) • 3.8 ft Dead 0.11 0.19 Live 0.40 0.70 . Total 0.51 0.88 B.Length 1.0 1.0 ############################################ # # # # # # # # # # # # ## # # # # # # # # # # # # # # # ## DESIGN SECTION: D.Fir -L, No.2, 4x10 @ 7.690 plf This section PASSES the design code check. ############################################ # # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## SECTION vs. DESIGN CODE (stress =psi, deflection =in)� Criterion I Analysis Value I Design Value I Analysis/Design l I I I I Shear fv @d = 38 Fv' = 95 fv /Fv' = 0.40 Bending( +) fb = 252 Fb' = 1080 fb /Fb' = 0.23 Live Defl'n 0.00 = <L/999 0.13 = L/360 0.04 Total Defl'n 0.01 =. <L/999 0.19 = L/240 0.03 FACTORS: F t CD A CM - = Ct CL ^ CF CV = Cfu Cr LC# Fb' += 900 1.00 1.00 1.00 1 000 1.20 1.000 = 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 _ E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA • Bending( +): LC# 2 = D+L, M = 1.05 kip-ft Shear : LC# 2 = D +L, V = 0.87, V @d = 0.83 kips Deflection: LC# 2 = D +L Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S =snow W =wind I =impact C =construction) 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. /2 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2FB4.wbc WoodWorks® Slzer 97c Nov. 15, 1999 17:45:22 COMPANY I PROJECT Froelich Consulting Engineers, Inc. I Wiltshire IIA 6969 SW Hampton Street, Tigard, ORI Legend Homes Phone: (503) 624 -7005 Fax: (503) 624 -9770 DESIGN CHECK - NDS -1997 - Beam DESIGN DATA: material: Lumber n -ply lateral support: Top= Full Bottom= @Supports total length: 12.25 (ft] Load Combinations: ICBO -UBC • INPUT LOADS: (force =kips, pressure=psf, udl =plf, location=ft) = -T^ »Self- weight automatically included« Load I Type I Distribution I = Magnitude I Location I Pattern I I I Start End I Start End I Load 1 Dead Full UDL 14.00 No • 2 Live Full UDL 53.00 No 3 Dead Point 0.82 11.00 No 4 Live Point 1.36 11.00 No MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length=in) = I =� 12.3 ft �=---- _______� -_ • Dead I 0.23 0.88 • Live I 0.46 1.55 Total I 0.69 2.43 B.Length I 1.0' 1.0 ############################################ # # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## DESIGN SECTION: D.Fir -L, No.2, 2x10 3 -Plys @ 9.887 plf • This section PASSES the design code check. ############################################ # # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## SECTION vs. DESIGN CODE (stress=psi, deflection =in) Criterion I Analysis Value I Design Value I Analysis /Design I I I I I Shear fv @d = 84 Fv' = 95 fv /Fv' = 0.88 Bending( +) fb = 585 Fb' = 990 fb /Fb' = 0.59 Live Defl'n 0.11 = <L/999 0.41 = L/360 0.28 Total Defl'n 0.20 = L/721 0.61 = L/240 0.33 T FACTORS: F CD CM Ct CL CF === = CV Cfu Cr LC# =Fb' += ==============-- 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.00 = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor Wind load = 1.33 -� ADDITIONAL DATA Bending( +): LC# 2 - D+L, M = 3.13 kip -ft • Shear : LC# 2 = D+L, V = 2.37, V @d = 2.32 kips • Deflection: LC# 2 = D+L Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L =live S =snow W=wind I =impact C =construction) -=== DESIGN NOTES:s 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. • 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous • member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side- loaded, special fastening details may be required. • /3 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2FB5.wbc Woodworks® Sizer 97c Nov. 16,1999 08:24:62 COMPANY I PROJECT Froelich Consulting Engineers, Inc. I Wiltshire IIA 6969 SW Hampton Street, Tigard, ORI Legend Homes Phone: (503) 624 -7005 I Fax: (503) 624 -9770 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: =T� = material: Timber -soft _��- - = -a- lateral support: Top = Full Bottom= @Supports total length: 10.00 [ft] Load Combinations: ICBO -UBC ==- =_ INPUT LOADS: (force =kips, pressure =psf, udl=p1f, location=ft) »Self- weight automatically included« Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End 1 Load I I I I I 1 Dead Full UDL 13.00 No 2 Live Full UDL 53.00 No 3 Dead Partial UDL 45.00 45.00 0.00 2.00 No 4 Live Partial UDL 75.00 75.00 0.00 2.00 No MAXIMUM REACTIONS and BEARING LENGTHS(force =kips, length =in) 2.0 8.0 ft Dead 0.26 0.08 Live 0.50 0.18 Total 0.76 0.26 B.Length 1.0 1.0 ############################################ # # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## DESIGN SECTION: D.Fir -L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ############################################ # # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## SECTION vs. DESIGN CODE (stress =psi, deflection =in)� -======,=======---=-===-- ====== Criterion I Analysis Value I Design Value 1 Analysis /Design I 1 I I I Shear fv @d = 9 Fv' = 85 fv /Fv' = 0.10 Bending( +) fb = 64 Fb' = 1350 fb /Fb' = 0.05 Bending( -) fb = 58 Fb' = 1350 fb /Fb' = 0.04 Live Defl'n 0.00 - <L/999 0.27 = L/360 0.02 Total Defl'n 0.01 = <L/999 0.40 = L/240 0.02 FACTORS: F CD CM Ct CL CF - CV a = Cfu mom LC# Fb' +- 1350 1.00 1.00 = 1.00 1.000 1.00 1.000 1.00 1.00 2 Fb' -= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA = - -y - � -�`___=. _ ===== Bending( +): LC# 2 =D +L, M = 0.44 kip -ft Bending( -): LC# 2 = D+L, M = 0.40 kip -ft Shear : LC# 2 = D +L, V = 0.36, V @d = 0.30 kips Deflection: LC# 2 = D+L Total Deflection = 1.50(Defln dead) + Defln Live. (D-dead L=live S =snow W =wind I= impact C= construction) DESIGN NOTES: � _ ® -- _ _ _�=- - - -z -- - __- _��_� 1. Please verify that the default = deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 'V • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN • 2FSG.wbc Woodworks® Sher 97c Nov. 16, 1999 16:46:12 COMPANY I PROJECT Froelich Consulting Engineers, Inc. I Wiltshire IIA 6969 SW Hampton Street, Tigard, ORI Legend Homes Phone: (503) 624 -7005 I Fax:. (503) 624 -9770 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ® -¢ -- o - material: � Glulam Simple �� - ���� ��� - ®® lateral support: Top - Full Bottom- @Supports total length: 20.00 fft] Load Combinations: ICBO -UBC --Y --.. INPUT LOADS: (force -kips, pressure -psf, udl -plf, location -ft) »Self- weight automatically included« Load I Type I Distribution I Magnitude ) Location I Pattern - 1 I 1 Start End 1 Start End I Load 1 I 1 I I 1 Dead Full UDL 50.00 - No 2 Live Full UDL 200.00 No 3 Dead Partial UDL 230.00 230.00 0.00 5.75 No 4 Snow Partial UDL 250.00 250.00 0.00 5.75 No 5 Dead Partial UDL 230.00 230.00 14.25 20.00 No 6 Snow Partial UDL 250.00 250.00 14.25 20.00 No 7 Dead Full UDL 30.00 No 8 Snow Full UDL 108.00 No 9 Dead Point 0.57 5.75 No 10 Snow Point 0.95 5.75 No 11 Dead Point 0.57 14.25 No 12 Snow Point 0.95 14.25 No - MAXIMUM REACTIONS and BEARING LENGTHS (force -kips, length -in) ' o..... - a - -...... - 20 .0 ft - Q°°-- '- - ° - - '- ' -- ° - -' - °^-- ®�- ® ---�- Dead 2.89 2.89 Live 5.47 5.47 Total 8.36 8.36 B.Length 2.5 2.5 #ffil /f # #f #if# 1111 / #ffflffi #f##1f# // 1111### ff # /ffl#f #4 /f#if#f##fff#f# #f DESIGN SECTION: VG West.DF, 24F -V4, 5.125x16.5 @20.085 plf This section PASSES the design code check. # #f##fiflffl /ff# 111999 1111#99 ##$## ###811## ## ##$ # ## #8999 #11911# /1fflfff##/f SE CTION vs. DESIGN CODE (stress E - - ��` - - - - � - ® �- - Criterion I Analysis Value I Design Value I Analysis /Design 1 1 I I 1 Shear fv @d - 127 Fv' - 218 fv /Fv' - 0.58 Bending( +) fb - 1913 Fb' - 2687 fb /Fb' - 0.71 Live Defl'n 0.54 - L/444 0.67 - L/360 0.81 Total Defl'n 0.94 - L/254 1.00 - L/240 0.94 .... FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# -- 6 2400 1.15 1.00 1.00 1.000 1.00 0.973 Fb'+- 1.00 1.00 3 Fv' - 190 1.15 1.00 1.00 3 Fcp'- 650 1.00 1.00 - E' - 1.8 million 1.00 1.00 3 Custom duration factor for Wind load - 1.33 O6 ADDITIONAL DATA V66- � -W ---- �� 56 � - - -- � 6A- 6O6a®OOV ....... --- -per Bending( +): LCf 3 -. D+L +S, M - 37.08 kip -ft Shear : LCf 3 - D+L +S, V - 8.36, V @d - 7.14 kips Deflection: LC4 3 - D+L +S Total Deflection - 1.50(Defln dead) + Defln Live. (P -dead L -live S -snow 'W -wind I- impact C- construction) DESIGN NOTES: � fC6 � - 6 � - -- --- ® - - ® -� - � -.- 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 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). t /y7 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2H1.wbc WoodWorks® Sizer 97c Nov.16, 1999 08:56:34 COMPANY I PROJECT Froelich Consulting Engineers, Inc. I Wiltshire IIA 6969 SW Hampton Street, Tigard, ORI Legend Homes Phone: (503) 624 -7005 I Fax: (503) 624 -9770 I DESIGN CHECK - NDS -1997 RoofJoist DESIGN DATA: material: Lumber -soft @ 24.0 (in) spacing lateral support: Top = Full Bottom= @Supports total length: 3.75 [ft) Load Combinations: ICBO -UBC _ INPUT LOADS: (force =kips, pressure =psf, udl =plf, location =ft) - »Self- weight automatically included« Load I Type I Distribution I Magnitude I Location I Pattern I 1 I Start End I Start End I Load I I I I I i 1 Dead Full UDL 75.00 No 2 Live Full UDL 300.00 No 3 Dead Point 0.47 2.50 No 4 Live Point 0.79 2.50 No 5 Dead Partial UDL 253.00 253.00 2.50 3.75 No 6 Live Partial UDL 287.00 287.00 2.50 3.75 No MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in) i = 3.8 ft Dead 0.37 0.73 Live 0.89 1.39 Total 1.25 2.12 B.Length 1.0 1.0 ############################################ # # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## DESIGN SECTION: D.Fir -L, No.2, 4x10 @ 7.690 plf This section PASSES the design code check. ############################################ # # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## SECTION vs. DESIGN CODE (stress =psi, deflection =in) = s Criterion I Analysis Value I Design Value 1 Analysis /Design I I I I I Shear fv @d = 65 Fv' = 95 fv /Fv' = 0.69 Bending( +) fb = 465 Fb' = 1080 fb /Fb' = 0.43 Live Defl'n 0.01 = <L/999 0.13 = L/360 0.06 Total Defl'n 0.01 = <L/999 0.19 = L/240 0.07 FACTORS: F mom= CD s = = CM Ct CL CF CV Cfu Cr LC # = - Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 1.93 kip -ft Shear : LC# 2 = D +L, V = 2.11, V @d = 1.41 kips Deflection: LC# 2 = D +L Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L =live S =snow W=wind I =impact C =construction) DESIGN NOTESC == 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. l(v I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2H2.wbc WoodWorks® Sizer 97c Nov. 16, 1999 09:36:24 COMPANY I PROJECT Froelich Consulting Engineers, Inc. I Wiltshire IIA 6969 SW Hampton Street, Tigard, ORI Legend Homes Phone: (503) 624 -7005 I Fax: (503) 624 -9770 I DESIGN CHECK - NDS -1997 RoofJoist DESIGN DATA: s =_ ====== _ material: Lumber -soft @ 24.0 [in] spacing lateral support: Top = Full Bottom= @Supports total length: 16.75 [ft] Load Combinations: ICBO -UBC INPUT LOADS: (force =kips, pressure =psf, udl =plf, location =ft) »Self- weight automatically included« Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load I I I 1 i 1 Dead Full UDL 45.00 No 2 Snow Full UDL 150.00 No = MAXIMUM REACTIONS and BEARING LENGTHS = (force =kips, length =in) = = = =s= 16.8 ft Dead 0.46 0.46 Live 1.26 1.26 Total 1.71 1.71 B.Length 1.0 1.0 ############################################ # # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## DESIGN SECTION: D.Fir -L, No.2, 4x12 @ 9.352 plf ############################################ # # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## SECTION vs. DESIGN CODE (stress = psi, deflection =in) = Criterion I Analysis Value I Design Value I Analysis /Design I Y I I I I Shear fv @d = 58 Fv' = 109 fv /Fv' = 0.53 Bending( +) fb = 1165 Fb' = 1138 fb /Fb' = 1.02 Q/ Live Defl'n 0.40 = L/502 0.56 = L/360 0.72 �f� (� Total Defl'n 0.62 = L/325 0.84 = L/240 0.74 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# = Fb' + = 900 x 1.15 6 = 1.00 1.00 = 00 1.000 1.10 1 000 = 1.00 1.00 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 _ E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Bending ( +) : LC# 2 = D +S, M = 7.17 kip -ft Shear : LC# 2 = D +S, V = 1.71, V @d = 1.52 kips Deflection: LC# 2 = D +S Total Deflection = 1.50(Defln dead) + Defin Live. (D=dead L=live S =snow W =wind I= impact C= construction) 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. 'mow,.' 77n 17 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN • 2H3.wbc WoodWorks® Sizer 97c Nov. 18,1999 11:23 :16 COMPANY I PROJECT Froelich Consulting Engineers, Inc. I Wiltshire IIA 6969 SW Hampton Street, Tigard, ORI Legend Homes - Phone: (503) 624 -7005 I - Fax: (503) 624 -9770 I DESIGN CHECK - NDS -1997 RoofJoist DESIGN DATA: __== = material: Lumber -soft @ 24.0 [in] spacing • lateral support: Top= Full Bottom= @Supports total length: 6.50 [ft] Load Combinations: ICBO -UBC INPUT LOADS: (force =kips, pressure=psf, udl =plf, location =ft) »Self- weight automatically included« Load I Type 1 Distribution I = Magnitude I = Location I Pattern I I I Start End I Start End I Load I I I i 1 1 Dead Full UDL 60.00 No 2 Live Full UDL 240.00 No 3 Dead Point 0.23 4.00 No • 4 Live Point 0.46 4.00 No = MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in) • =_=== =e ======__6.5 ft • Dead 0.31 0.36 Live 0.96 1.06 Total 1.27 1.42 B.Length 1.0 1.0 ############################################ # # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## DESIGN SECTION: D.Fir -L, No.2, 4x10 @ 7.690 plf This section PASSES the design code check. ############################################ # # # # # # # # # # # # # # # # # # # # # # # # # # # # # ## c =o SECTION vs. DESIGN CODE (stress =psi, deflection =in) Criterion = =61 Analysis = Value a I Design Value I Analysis /Design I I I I Shear fv @d = 54 Fv' = 95 fv /Fv' 0.57 • Bending( +) fb = 625 Fb' = 1080 fb /Fb' = 0.58 Live Defl'n 0.04 = <L/999 0.22 = L/360 0.17 Total Defl'n 0.06 = <L/999 0.32 = L/240 0.18 L FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+ =� v 900 = 1.00 X 1 1 . = 00 1.00 1.000 = 1.20 cv 1.000� = 1.00 -• 1 00 va = = 2 • Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 '1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA = Bending(+): LC# 2 = D +L, M = 2.60. kip-ft Shear : LC# 2 = D +L, V = 1.40, V @d = 1.17 kips Deflection: LC# 2 = D +L' Total Deflection = 1.50(Defln_dead) + Defln Live. (D =dead L =live S =snow W =wind I =impact C= construction) 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. • • 1 L r : I. :k.' - - ... rte :eG: c:...i... -..... ......... r.L�� r.t. l.t •.`.itn," :.r i '..:.r. ..._. ,. .. _ ... -. _ � : ..-• H -- -I I 1 F /�J - - / / . 4 CO NC. BLAB I 1 1 ' �` I ' Q ' -1 3/4• r -k8 S/4• •• - 0 21 A , • • , • • . 9' -B 3/4• i 6' -I4 /a• / l A. I : - y -. 1 / - fi - r I . - 1 © . 7 ' • © } I ' 1 — , 7-4-1 t+o P1.'+viD. j I / -L j 1' 1 1 7 1` 4>< BEAM0 at 37 I f 1+ J 1 a IIII I I I : NO1E. . -4.4- �C L AM F STENE BE WBIALLFD - 11.- - - -� • IV . i /� m � � � � t / � .r . ' 1 ` l�. l Qj 1' AND FASTENED A9 PER -1.-- j - r 1: . g k1 `�� B Bec n-�ml I el 4 1 / y § l_.. t . , i f : • _ Ili ": \.1 f' 1 \._ e , 7. DUCTS AND PIPES LOCATED IN 1 ` ,.. I �. I 1. - INCOM71nor�D SPACES SHALL a I . I I 1 I I. 1 1 com r 01/ TABLES B34c AND i — I I `Y1 � hh y 7 � j � � ' / J I I. .3 BS -E RESPECTIVELY. 1v> - I 7 0, i ` �l.�v 'fi .. {_ �'. er 1 t'. L:�vJ. va ' a'_I.O• 'I a.r�ia• c.ar y 4' '- a' -a1°.I 1 • /_ ._ .. t NTI7i © -Cr - I 11T77i I \� ^ _ • % 1 -' -' 1 ! T '_ • I I r 1 =LW2e�a,laisat , sou.sv h4 I l i p F J (I i m `1 . •-.A ® ©./ ''.: .. T �g . • OP M • FROELICH CONSULTING? ENGINEERS, INC - . client project• project number: • - • date: by: • • • • D B =2D Capacity of 'continuous foundation wall - Allowed For a Typ. 24" depth • : P allowed := 1500•psf (16•in)•(24•in).2. P allowed = 8000.1b and 16" wide • For a Typ. 20" depth P al :=1500•psf (16 in) (20,in) 2 P allowed ° 6667 •lb and 16" wide. • • • • • • • • FROELICH CONSULTING ENGINEERS, INC Z % 7 - client: project: • project number: • date: • by.. . kips •: =1M lb: = kips•.001 . kft:= kips. ft plf = l b ft kips kips lb lb - lb ksi := P ksf := P psi Pd =— psf := lb in ft i n ft • ft2 • FOUNDATION DESIGN - FOR 1500 PSF ALLOWABLE SOIL BEARING PRESSURE CAPACITY OF TYPE AND SIZES • - 16 " CONT. FTG. 1500• psf'16• in = 2000 •plf 24 " CONT. FTG. 1500• psf 24. in = 3000 •p1f • • 24" x 24" 1500. psf• (24. in. 24- in) = 6000 •lb . 30" x 30" 1500•psf (30.in•30•in) = 9375.1b 36" x 36" 1500. psf (36• in. 36- in)" = 13500.1b 18" dia. • 1500•psf a•(9.in) = 2651.1b 24" dia. '1500• psfa•(12•in) 2 = 4712•lb • • • ❑ 6969 SW Hampton Street CLIENT: PAGE 2 / Tigard, Oregon 97243 / TIM R , fcetigrd@teleport.com PROJECT: F FROELICH - AX 503.644.9770 r n ` n 503.644.7005 CVNSULI I 1 J ° Bend, Oregon 97701 Suite C PROJECT NUMBER: I fcebend ©coinet.com DATE: %ENGINEERS INC' . FAX 54 1.383.7696 . ' 541_383.1848 ■ BY: GGVJ47 A) NJ /6N 1.1/ „ B.36 k (2r/36) 9c `foci (5 // y/0 /' W/ ( 44 t .14/x4- y 2, Z k 1P FTC. P2ov. i S 0 . i.' k (Am) ) l 44 (F2M) q " / •58i (//DL, t76. p'WG7Y. /5 0. /C. o . /r /t (/'ut gm/ • S � ask (PIvt) FTC , P120 V. k. . gy p/ G- 4!o/, 7� = /O )Jr- (�i r'7f /o/JP (9 / ¢DJlft (/`..r',/, f2 = /10 A ,�f�o Pe 2.75': 88 / /rro = 2¢30 # (/Z 2 2/0'. FROELICH CONSULTING ENGINEERS, INC. . page 22 client: job no. project: date by. F TIr " 1 er FT : =1L K : =1M LB := K..001 IN := .0833333•FT KFT : =K•FT K LB KLF : _ KSI := K KSF := K PSI := f C := 3000 F Y • = 40 KSI FT IN 2 FT IN FOOTING DESIGN TRY 2'-6" SQUARE FTG SBP = 1.5 KSF DL: =0•K LL:= 8.36•K TL: =DL +LL TL= 8.36•K B:= 2.5•FT TL SBP ACTUAL '= SBP ACTUAL =1.338 •KSF < 1.5 KSF OK* B TL DL•1.4 +LL•l.7 TLULT= 14.212*IC Q ULT ' �" UL ULT QT= 2.274•KSF - 2 B CHECK TWO WAY SHEAR TRY DEPTH = 10" D: =6•IN COL : =6•1N B 4•(COL +D) B = 48•IN Vc2 4 D B 0 PSI Vc2 = 63.098 •K Vc2•.85 = 53.633 •K ALLOW V U := Q IJLT• [B2 - ( COL + D) V U = 11 •K Vu < Vc2 (ACTUAL < ALLOWED) OK* CHECK ONE WAY SHEAR Vol := 2•,[f Vol = 19.718 •K Vol ..85 = 16.76•K ALLOW V U Q ULT ( _ COL - Dl B V U = 2.842 •K Vu < Vol (ACTUAL < ALLOWED) OK* 2 2 I DESIGN REBAR QULT• B _ COL 2 _ M o -T M = 3.158•KFT M ULT' 2 (2 2 ) M 0.9 n A TRY 244 REBARS A s : = 0.4.1N p = B DD p = 0.002 < 0.0033 AsFY 0.85•f •PSI•B M Nprovided A s• y D - 2 M Nprovided = 7.861 •KFT > 1.333 *Mn OK* USE: 2'-6" x 2'-6" x 0' -10" FTG. WITH (2)#4 EACH WAY 3" CLR BOTTOM • FROELICH CONSULTING ENGINEERS, INC client: .Z3 project: project number: date: - ft := 1L kips : =1M lb := kips- .001 in := .0833333.ft kft := kips•ft kips kips kips lb lb lb k1f: = ksi :_ ksf: = psi : = lb psf :_ plf: = - ft in ft in ft ft pcf: = lb f 3000•psi F : = 36ksi f 60000•psi E 29.10 ft f m := 1500•psi Y colic 150•pcf Y soil 100•pcf. q all := 1500•psf Circular Plain Concrete Isolated Footing Design: Footing '5' Pdl: =0.1b P11:= 2380.1b P Pdl +Pll P 2380•lb assume footing thickness... t f : =10. in gnet' gall - t fyconc g net = 1375•psf P t] 2 4 A A regd = q A regd =1.731 ft dia regd = regd dia reqd = 1.485 •ft net 2 dia : =2ft A: = ndia A= 3.142•ft 2 4 • Ultimate Loads: Pd1:= Pdl +tfA•yconc P 1.4•Pd1 +1.7•P P 4.596•kips P u qu: = qu= 1.463•ksf A Beam Shear. d :=t f d =10 .in b col 5.5 . in (6x6 post) := 0.85 (look at unit width) F 2•4)•,jf F v =93.113 •psi dia - b col V =q -d •1.in V 0.008•kips 2 3•V f u f = -1.143 *psi < Fv, OK v 2.1. in. d v • FROELICH CONSULTING ENGINEERS, INC client: project: . • . project number: • date: . by: trc ! s Two -Way Shear b 0 :=z- ( b c + d) b 0 = 48.6q5 .in (look at unit width) "F y = 93.113 *psi V =q (it.dia2) I col V =2.679.kips 4 4 3•V f := f 8.2.52•psi� < Fv, OK v 2b - Flexure: dia - b col 2 ( 1. M u : q u 2 M - 0.036•ft•kips (look at unit width) 1•in•t 3 (I) : =0:65 S :_: S =.001 6 F t := 5.4 4f c psi F t = 178.0 - 78.0-1 •psi ft S f t 26.07T-psi < Ft, .0K use 2'-0" dia. x 10" plain concrete footing • • • • • • • ■ D ❑ 6969 SW Hampton Street CLIENT: PAGE / TIM R Tigard, Oregon 97223 fcetigrd ®teleport.com PROJECT: ZG FROELICH FAX n ` y n 503.644.7005 r . 'CONS.ULTING ❑ en Bd, O gon 9770 Suite C PROJECT NUMBER: tNGINEERS INC: FAX 541.383.7696 d@coinet.com DATE: 541.383.1828 ■ BY )GM/ MM77 a'N ' 1/ • 16 4.2v I .2, Z3/ i1 �— V 4/ I f I l2 V /12 2(//P 23/ I(2o)^ 3,7/1/ /9 , _�- -V= 3371 24 A Woc , /s N ( 2,' yep' l' . cor(/C .s7 . /J2'Xt ( / /z1(/02l (f..1J % 1741 , ,, 7 • c0/C /0O ( / /2l (/(02,/(3,, V) = -- /o /Jcr- ( /(3.i''/ 2 3t' "AO' Or. f, 2 23311 WA-cU = /M r (/89(5 2J U r, //6 = g7A tut • /®��� (s t /' ,t/ 9= �.3',0 S'7_ CoivC ..r7"= 47 7)/3.,7': / )J sd /L 1 /99 XV-3. /t: S s fclA /6' W GL = /Mit(/ ' j'(� 0 , Gm/6 571 = 47 4 (% _ to # � �90 P7 /J ( 2,i( / %z} = 7i # Froelich Consulting Engine rs Title : Job # 6969 SW Hampton St. Dsgnr: Date: Tigard, OR 97223 Description : , 27 Phone:' (503) 624 -7005 Scope : Fax: (503) 624 -9770 Fit,: 510301 V -060 Plywood Shear Wall & Footi Page 1 (c) 1983- 90ENERCuc c lobsS492 -0%ft • rmccccw Calculation Description Footing at Front of Living Room General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements L ..- a..;_.xs -n�.,� - s.-e.s .cc _ -c^._. -ms z ..- ..r:....-cs.eu< -.mom �::x - �. ?-.;•�a .. :_..x ,. ,:c.. s: , <..- rw.._, rwa_.Lrntie: ^mz- .- .;navrsr - u # Plywood Layers 1 ' Wall Length 16.000 ft End Post i imension 3.50 in Plywood Grade Structural I Wall Height • 18.000 ft Seismic Factor 0.183 Nail Size 8d Wail Weight 0.000 psf Nominal Sill Thick. 3.00 Thickness 1/2" Ht /Length 1.125 - Stud Spacing 16.00 in Loads " Vertical Loads... . Point Load # 1 - 1,116.00 lbs at 0.00 ft Point Load # 2 2,630.00 lbs at 16.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # .1 573.00 #/ft 0.00 ft to 16.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 211.00 #/ft • 16.000 ft = 3,376.00 lbs Uniform Shear © Top of Wall 0.00 #/ft 16.000ft = 0.00 lbs Strut Force Applied © Top of Wail 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wail 0.00 ft-# Footing 4 , r,.z „h: -.. .: ,... I II AA Lb, ,4 AN,/,..r M...4 Yi..:.N14.LVw rf4tirtti+W 4 . , ,,,, ,, ,,41N V_:wti:n4 41!A'.w: J+i>.4-,4 - n rpri .fppyo,.V.t,441' u.. ,Yy..A.uk,...r..,...f., ',y S yr y,..I uuM.. PI GGF, g .. p.m., p.n. g4!' ir'+ , Ih q'4P.i 44 ».,..1,4 + Past Left Edge of Wall 3.500 ft Concrete Weight 150.00 pcf Wall Length 16.000 It Rebar Cover 3.00 in . Past Right Edge of Wall 0.500 ft pc 3,000.00 psi Footing Length 20.000 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Fooling Thickness 8.00 in 4. Summary Design OK Wall Summary... Using 1/2" Thick Structural I on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in © Field Applied Shear = 211'.0#/ft, Capacity = 280.000# /ft -> OK Wall Overturning = 60,768.0ft - #, Resisting Moment = 91,200.084, End Uplift = 0.001bs Max. Soil Pressures: @ Left = 995.0psf, @ Right = 2,124.7psf Sill Bolting: 1/2" Bolts © 48.00in, 5/8 "Bolts © 48.00in, 3/4" Bolts © 48.00in Footing Summary... Max. Footing Shear = 49.52psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.531n2, © Right = 0.11 in2 • Minimum Overturning Stability Ratio = 1.946: 1 C 7 /S 0.k. WiE (3) P ¢ Loti‘ ..5 f. e. f i9T7a•� of ‘ FROELICH CONSULTING ENGINEERS, INC z-c• client: Legend Homes _ project: Wiltshire IIA project number: date: by: CP kips := IM lb : =kips•.001 kft : =kips•ft plf:= lb ft _ kips kips lb _ lb lb ksi: - - ksf: = psi pcf: - - psf: - in ft in ft 3 ft2 LATERAL • WIND: 80 mph exposure B q s : =16.4•psf I : =1 P =C windward C leeward C g l := .5 C tot ' = C qw + C ql windward leeward Total 0' - 15' C e := .62 P : = C e q s • I P• C qw = 8.13 •psf P• C q 1 = 5.08 •psf P• C tot =13.22 •psf 15' - 20' C e := .67 P :=C e q s1 P• C qw = 8.79 •psf P. C q 1 = 5.49 •psf P• C tot =14.28 •psf 20' -25' C =.72 P: =C P•C 9.45•psf P•C 5.9•psf P•C tot --- 15.35•psf 25' - 30' C e := .76 P : = C e q ' I P• C qw = 9.97 •psf 1 q1 = 6.23 •psf P• C tot =16.2 •psf 30' - 35' C e := .80 P : = C e q s • I P• C qw =10.5 •psf P• C q 1 = 6.56 •psf - P• C tot =17.06 •psf 35' - 40' C e : _ . 84 P : = C e q s • I P• C qw =11.02 •psf P. C q1 = 6.89 •psf . P. C tot =17.91 •psf 40' - 45' C e : _ .87 P :=C e q s. I P• C qw =11.41 •psf P• C q1 = 7.13 •psf P• C tot =18.55 •psf SEISMIC: Zone 3 Ca: =.36 I: =1.0 R : =5.5 W = l.kips V ;= 2.5•I.Ca W R DL V = 0.164 'kips • ❑ 6969 SW Hampton Street CLIENT: PAGE / Tigard, Oregon 97223 TIM R fcetigrd @teleport.com PROJECT: 3O / T7 FROEL I r FAX 503.644.9770 ICH '503.644.7005 - ❑ 1183 NW Wall Street • Suite C PROJECT NUMBER: CONSULTING Bend, Oregon 97701 EI 3 IN 3 fcebend @coinet.com DATE: [ML F A X 541 ® BY: ( /D)(G) /4 Irz = /s. ( /.)1q} 14z:tb - ( /sj(t1 • 3 �3 n ,04 s /S. 3J - ?fP (z.§)( r) /4. 28'ffr (23 (J ) 72 =13. z 2;/f/" ( /s)(q. - A a /3. ) ( 23 . ',J(y.J ) ; 3/ b- zoo V /.x'7 • • • - ❑ 6969 SW Hampton Street CLIENT: PAGE / • T Tigard, Oregon 97223 3� IM -R ` fcetigrd @teleport.com PROJECT: FROELLCH . FAX 503.624.9770 503.624.7005 ❑ 1183 N Wall Street 1 • Suite C PROJECT NUMBER: :CONSULTING B end, OW regon 9770 NGINEERSINC' 8 848 696 om DATE: BY: (,4& L. /44 Yf /J W1 - (a A7 7, A /s. s Siff (t- '1 (6) 4)(q)) (69)(2))1-,S (7 6 775 +/4- .ZSpsr(Te Cs)) } , i_ 5 75_( io(1--))) N5y Pr = Is.3r S ° 3 (q(4) +I�h ( i0�5))) / fra. - 15.3s = - (I ( 3 ) -tlC3 ( i33 (( ) 4-1/1, P. Sr 3 ( r(5)(1) - 3 (r) (s)) 2-3 /4 / rtA- (n)(S)). /‘ T/ f 13.22 95 ( i i)(r.)) B s 14G3 12= 13.1-2P /.'�(1)(cf•s) ,(11)( �)) = /�z2 ' U= 1'7174' FROEUCH CONSULTING ENGINEERS, INC. 32- client Legend Homes page project. Wiltshire IIA job no. by: CP date FT =1L LB =1M K: =1000•LB IN:= .0833333•Fr icFr : =K•Fr KLF :— K KSI : = K KSF = R PSI : _ PSF : = KSF E :=29000-PSI nv Fr 1N 1000 SECOND FLOOR: LATERAL ANALYSIS ROOF DL] _ (1670•FT SEISMIC: ZONE 3 WALLS DL1 := (50.FT + 32•FT) •2.4•FT• 10•PSF WIND: 80 MPH , EXPOSURE B TL : =ROOF DLI + WALLS DLl M=3.161'10 •LB FIRST FLOOR: SOIL TYPE: SD (ASSUMED) FLOOR DL (1568•Fr • 10•PSF = WALLS DL2 := (52.FT + 32•Fr) •2.4.5•F .10•PsF SECOND FLOOR: W 2ND_FLR 31610•LB ROOF DL2 := [20.41 F3•Fr)]•15•PSF FIRST FLOOR: W 31900•LB TL =FLOOR DL +WALLS DL2 +ROOF DL2 +WALLS DLI ]ST FLR• m =3.19.10 •LB W TL ; = W 2ND FLR + W 1 ST_FLR w TT, = 6.351.10 •LB C =0.36 C =0.02 h: =21 ft c 3 I =1.0 T: =Ct•h n R : =5.5 LOWER LIMIT UPPER LIMIT VL: =0 . 11 •Ca• 1 'wTL v:= C v 1 .wTL V _2.5•CB'1 W R -T U — R TL V =2.515.10 •LB v =3.178.10 •LB VU =1.039.10 •LB GOVERNS THUS Eh =VU Eh =1.039.10 •LB p : =1.5 ASSUME E : =0.LB ALLOWABLE STRESS DESIGN E: p•Eh +Ev E =1.559.10 •LB FOR ALLOWABLE STRESS METHOD E = E E = 1.113.10 4 *LB 1.4 Ft: =0•LB SINCE T =0.196 <0.7 V: = Ft +E V 1.113.10 •LB Fx = ((V- Ft)•WX•Hx)Isum(Wi•Hi) LEVEL Wi Hi Wi•Hi V F 2 31,b/ / ' 5‘1.9g 11.13 - / 3 /• 90 y 267. /0 /7.13 3.73 $56 -027 P. /3 k.. - 10 Tigard, Hampton Street CLIENT: PAGE 33/ TIM R fcetigrd ®teleport.com PROJECT: FROELICH FAX 503.624.9770 r n 503.624.7005 CONSULTING 0 1183 NW Wall Street • Suite C PROJECT NUMBER: B, n fcebend @coin endOrego97701 m et.co ENGINEERS INC FAX 696 • BY: M 7Mi1- AN i i t'ffif Glhoarit L1VVt v= 710074 /1289/=T S.7c( "J'A LN,4 flit, /� !II I-- 3. F i...�� al 1 ' - Irr it iriimr 11 -V p.'7,(77,0A7-v(t 1 ,51 V t4 1 2 �1 < ONE C 1 1—. A . ; atir , " Eci o ti • 41 1 I II li -. V P. 7 (¢. 7V/73 s f3.s, 373 LP 6 sod ii i ll r II ' i, + II II 11 � -- v 1 V L/ t 1 1 37 0 /691 h zo.? # 60 969 SW Hampton Street CLIENT: PAGE 3/ / TIM R Tigard, Oregon 97223 fcetigrdeteleport.com PROJECT: FROEL FROELICH FAX503.644.9770 ICH ` n 503.644.7005 CONSULTING 0 1183 , NOW regon all W S 9770treet 1 • Suite C PROJECT NUMBER: Bend ENGINEERS,INC ff 8c3 o 696m DATE: • BY: L4 7V_AL ,44/ Y5 /( X4 /4L L f vvL V_ 3730 x / /36 -Pt : 2.7.91ki Slit-44 tY -1-71---,- ' ' . - t ..l _ it -I `7.3(69217 )7odII /23 1 2Z/!t . II ; II 7 III a -- � t it . I .P.{273(oo Tz -o- oqi /(/7J �fi, 7s)-- /wit �s � _ Gz a d " - ., l /tit c �' ( t ... i ® !I -/ - Z. 73 (�2A7 J/t 6��/(3. r 4 2.t'l' f l/. ' a. 9 ■. �' ` 14 .. 6 Illi Ai /4, : 0.X61 (L/44 9 e/mhY LE -V6L.J 1 .. ®` ( 2__ ZO D..tz </0 ...( /.0 0,007372 / � It j/ I t e� 7. , 0. „ S 6 3 f'J- .1720 =f /O c !y /r.Y 2 x.93 I z :��1 75-Zo • • • r 4 - - - -- i TT'7'____�__ EL moo O -- ].b/0.x:1/O - -_- _ B 4 O[OXJ -- _ �, 0 E I ; • n ' r '.q , B c gam. r- - s __ 5 — .._._� W — 98 : 1 I • / • MASTEI�j\ �,l Y . _ • n.'), - Z ctG7 � E � , "1 X C% -� -- a • m S _ I 4v —_y 'i'1/4 MASTER . . rumam 5 €: ) ♦E t 5' -3 V!• 3'- 1/2. W-4 VP 3' -3 1!P . Mad L 1333.15,0 .- P W-e• 3'- ' 1!2' 4 -1 VP 7' B in • Y S - -a - — * r iiHiiiHI IMF 7 -.7 ..... , t u I II . — _.3a:�:r..as:.:.:�:,� = e.:.:e.-v..- �:c.a:._r ROD MID 8F@LP '''.:',01:: ea•4a 5Llx0x7 O - - J Ill- S (-G II : — - � � L 1 I Fl. �e ® �� . 1 °�� i BEDROOM n • 1 E , i z • SLOPE I SLOPS . I' ( ` J �— • E. 4 9 ED 6 ABOVE ENI • ,• • •\ 5 8L 0o:00 Gdi1O8 q. iCEIL _ ._ — I ` � ' -� b Q x4 � :(XO) - 1 o l 3Q•dBp r — L- Tel /7/7 l ..... t ..�,.. I 'f "� 3v� le•.wuF:Rae�� L C. • yk,„ /‘,T, )11,-... 7 7 - i 6 C 3 A z w . Q, f933 6-- (2 ' 1t133 to. = 0 r) i3 ( z3�)_ S i 3�� (e-es); 2 fi,7A 03 0 (1rJ)_ /�38* w • { �%- 4x.446L y 6 B 5L GL DOOR(X0. B SL 1X09 � 1. •.y • `— •:•:., 4. • • •.4A_•.., ,.:•:•:•:•:• • • •_•:•:CN • 1 !•: ?:•:•_• / •:1:•:r *-K•-+ •:� . . MAM _ • 4 rm:. .: 1(ITC1 -1E14 . / • Y • 7 - 0• � : 110 • FAMILY, 6 ! • i i m + GARAGE + b I - B T913 f - 19/6x77/0 b ! g � wuME 9w iw 10 HALL '_; "� _K /OM I/0 OH OR tl /8 /4 ® 4 • �_� 1 �t : ; / � `� •\` � 1 SET __ —_ i ce —• - . -------:71---- - ------- ---, N. C - pi 0; - - r / . n ` � m - T 6' • ;per n n• 96 P2 _�.:. 1 — . s DINING €�1IRl '• 'IVI • 10/ex0 /6• ' . 7 -STORY 14/6610A1 '�� ' 1 .. - TWO - C - - - j-tf < : . ::. 7 . :1&, : . .. : 2 Z: 3 /� A4 pO �. IY 1 P 1 El o C J 7 � W 72_C 4' 1N= )/ a y✓ eg f;7n ( 2 3 0� 51 l 7'0 (BSI = /2 v5/./4/ j 2 '/ �s 82� A ❑ 6969 SW Hampton Street CLIENT: PAGE 37 / Tigard, Oregon 97223 TIM R fcetigrd @teleport.com PROJECT: FROE 1ICH FAX 503.624.9770 - n " n 503.624 ❑ 1183 NW Wall_Street • Suite C PROJECT NUMBER: CONSULTING Bend, Oregon 97701 fcebend @coinet.com • FAX 541 383.7696 DATE: ENGINEERS INC ; t 541.383. • . BY: G{hp �EV�L �eYwO • Asi (6 73 it, oh B� �1 - L /r/t /3 • MFG z3 /y /r it �2 G%/y- - z • fit /f�3 , V7Z9 . /ae Rit /' % u AG3 A/ ( /o: f f /a 02 // N 4 //2 • ❑ 6969 SW Hampton Street CLIENT: PAGE 3 / Tigard, Oregon 97223 • TIM R- f etgrdateleportcom PROJECT: FROEL FAX 503,644.9770 r R ` n 503.644.70 CONSULT 0 Bend o Wall Suite c PROJECT NUMBER: EN GINEERSINC .; FAX 543.83.6 69 com DATE: BY: L TIE/4 L /Jt ff6 • • X14/4/ ,Gyr / ged hire c "P":(/ 92-2- 9I 2 )/0 (3, 1 ' . � 4, 2.1' !, er / Ar6 /b 3.1". 0)/ 23 /= 44/2 L /rd/ ( /t9$ - / 4// /9.1 . 2S-8 ‘/Iz L//lt 3 • {� 1 (3 / 3 i2 // 'P, = X 9/04/L, ../ 41-4 • • • • • • Client: Legend Homes L= Length of individual wall V — 1fl +Hs • ■ TI Project Wiltshire IIA Lt =Total length of wall sling gridline H ' La = Length of moment ann in wall (if • REICH Pro #: different than wall length) • �y D ate: by' hu = Height ofupper wall CC!NSULTING hl = Height of lower wall = [rir(itl +lv +1) +I f(l�l x L p Hf= Horizontal force at gridline Lt ENGINEERS INC Hs = Horizontal force at gridline from upper level Mu = [Hs(hl) + Hf Orbs x Lt L V = Unit shear in wall Upper Level Shear Walls and Holdowns ms= Overturning moment when upper wall is stacked above lower L Mn = Overturning mom al twhen upper wall is Mr = 2 — [(Rtrib x RoofDL)(Wtrlb x WaIIDL)(Ftrib x FloorDL) Roof dl: 15 psf not stacked or does not exist 2 P Rtrib, Wtrib, Ftrib = Roof, wall, and floor Wall dl: 10 psf tributary area, used for calculating dad load Tu= Mu — Ms — Mr Ts — Floor dl: ] 0 Mr =Resisting moment due to dead load La L psf Tu = Tension ifwalls not stacked Ts = Tension if walls.stacked Wall L Lt La Iru Hf V Mu Rtrib Wtrib Ftrib Mr Tu Comments Holdowns Shearwall Grid (ft) (It) (ft) (ft) (lb) . (plf) (Ib•ft) (ft) (ft) (ft) (1b•ft) (lb) A 6 26.5 6 8 2467 • 93 4469 9.5 8 0 2670 - 300 NA 6/12 _ A 14 26.5 14 8 2467 93 10427 9.5 8 0 14537 -294 N.A. 6/12 B 6 12 6 8 950 79 3800 9.5 8 0 2670 188 N.A. — 6/12 C 3.5 7 3.5 8 2314 331 9256 14.5 8 0 1215 2297 MST48 4/12 _ 1 19 19 19 8 1635 86 13080 .4.0 8 0 16847 -198 — N.A. 6/12 2 29 29' 29 8 3143 108 25144 4.0 8 0 39247 -486 NA 6/12 3 10.5_ 29 10.5 8 4663 161 13507 4.0 8 0 5145 796 N.A. 6/12 3 18.5 29 18.5 8 4663 161 23797 4.0 8 0 15972 423 N.A. 6/12 • w • • tr i Clie nt: Legend Homes + Hi TIM R L= Length of individual wall v= Project: Wiltshire IIA Lt = Total length ofwall along gridline !s FROELICH Proj. #: La= Length of moment ar in wall (if Ms= [Hs(hl +hu +1 ) +Hf(h1)]x L L CONSULTING Date: different than wall length) gth) Lt ii hu = Height of upper wall V by hl= Height of lower wall Hf= Horizontal form at gridline � N G INEE R S , INC _ Hs = Horizontal force at gridline from upper Mu = [Hs(hl) +Hj(hl)1 x L level Lt V= Unit shear in wall Main Level Shear Walls and Holdowns m s = Overturning moment when upper wall is stacked above lower wall 2 L' Mu = Overturning moment when upper wall is Mr = 3 i (Ririb x RoofDL)(Wtrib x Wa11DL)(Ftrib x FToor — R dl: 15 psf not stacked or does not exist 2 Wall dl: 10 psf Rtrib, Wrrib, Ftrib = Roof, wall, and floor tributary arra, used for calculating dead load Mu- Mr T u = 71- xis-Mr Floor dl: 10 psf Mr= Resisting moment due to dead load La La ' Tu = Tension i fwalls not stacked Ts = Tension if walls stacked Wall L Lt La hu hl Hf Hs V Ms Mu Rt ib Wtrib Ftrib - Mr Tu Ts Comments Holdowns Shearwall A 23 23 22.5 8 9 1691 2467 181 59625 37422 1.0 18 5 64803 -1217 -230 _ N. A. 6/12 B 1.75 3.5 1.25 0 6.2 1800 0 . 514 5580 5580 4 6 0 125 4364 4364 HTT22 2/12 C 3.5 7.75 .2.89 8 9 1922 2314 .547 26623 17217 16 18 6 1950 5283 8537 HD10A 2/12 C 4.25 7.75 3.64 8 9 1922 2314 547 32327 20907 16 18 6 2875 4954 8091 HD10A 2/12 1 23 23 22.5 8 '9 1256 1635 126 40734 26019 4 18 4 49373 ' -1038 -384 N.A. 6/12 2 19.5 19.5 19 8 . 9 1884 3143 258 73530 45243 4 ' 18 4 35490 513 2002 HTT16 • -6/12 3 13 29 12.5 8 9 3140 4663 269 50294 31481 4 18 4 1 1257 2762 HTT16 • 4/12 3 16 29 15.5 8 9 3140 4663 269 61900 38746 4 18 4 23893 958 2452 HTT16 4/12 • v\c • Cy • i .. dGT J. ®a'aiae� h_ $':. , .. :.A.' .. ::. ,,:, if .-.:• Y3: r.:•- K •- wA:..- .:•:.:•v7C•:._r:.:.:.:. vr.. :•... . t-ccro ..:. :.:• ra.:» ••YV.v' . -,A '. i. �r • .., —II i 1 ,, 1 r—___,--p .:. imili AO.. 11 lo 41 M-5r • r . -- • — � Q � !i — Sf,ipl/1 1142/4 • • , 4 ii s (A4! I 1 i U a D , ►fir Mall Oa a lev9 ! * II J I +:.:.:K.:.: :.:.:._•:.:�.Y:.v:.v:.: • ^:._ I:.:.. V.:.:.:.. K. Y:•: i"ii•.A�i'�i• .:.:.:K.:}:.:• �• -• • • minniii � � II II I it . • I e ! I 4 I ..: 4 r_43 ■ ams I� 4 II $ IhI _ J I 99fmL @H 3709'V ■ .t1 • • Truss Manufacturer to design all drag strut trusses for the following: 1. Shear loads as indicated on the plans. 2. Each truss shall be capable of transferring ° the indicated shear load to the bottom chord thru its web members. _ . 3. Top and bottom chords of -each truss shall have the capacity of • transferring the indicated shear load thru each splice. l , I • . • . . 1E3" • " " \.: ' . . : • . . ''' . i 4. 7,.. ;.4f1. " 11.4:'' ' i 1 ,5 % ' .-. .. I . „ ; ■ ' ,:,. We r. P .; C.:.-V.W . dD 8 e il4V- - x .e4 h e . e :'7„ ` r; ti - C 2 ) 14 Ns7 `t I ( y � F C 1' . • /LIt fE4+ . .. :� E . r y M t .. r • C3 i OZ . �M � s __ • LDcnTt 1,0140112.. I . r, ,r i • . ��� . • 111111.111111111111111111M • iiiiiiiiiiigiiiiiiiiiiiiiiiiiir"liiiiiiIiiiiiiiiiiiiiiiL130gilitif2=1 ,_ SI44f. 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