Loading...
Specifications CI , ma c. . alg c=) OFD Copy z c ° , °" ° . -.., i Eacs ao 'oavou (Zss - 6LS - {mS; i Cr uri Q _ �."°'° =,4" 1S *Nd MS S990 L 4ZUb NO 'Paula i N l ? :; �°� �.oi.uw. oviusm' 418t1MSMU y g e:'' m °" "� ° ° 1132111113 A2iVW3SO i sauroH g i O n xawsruo, "nowt. amn \ �"•""O 1 �Oe� ° DO M1•• � ` d01 NOL IOOV UNV -mama .,0 . 0 rn Pcp pil•cs_ed . ko co %-t,■_CL VaY\ -4, cC I— A\k--a. c tr\si a Q� z @ PaiG_C 5 g ,.., 0 Final inspection app pVI is In W Q w ' A required pr or to oc vpy o p , .u) z a 2 yvcur\ .0,06I c • s z, Approved plans shal be on job site. gl .9 OZ Dr f-- Z b 2 ' . Ce DI R 0 This per nit does not authorize the violation of any i EA a rights of holdtrs of private easements. The ap- plicant I! urge i to contact any such parties and (/) secure tl ier approval before commencing work. b b 2 281 LIABILITY The City of Tigard and its CITY OF TIGARD employees shall not be Approved C onditional) ( responsible for discrepancies Conditionally ): For only thew escrib in: which may appear herein. PERMIT NO. , O ct / a S "' s. I wttPr to: Follow ...! - -.. ( ): Attach ( ): JobAddre : ! ‘Sw ter,ill By: LA.� \ ^ Date: RECEWED JAN 2 4 2007 r OF TIG ARD BUIL INe DIVISION 1 • • 1 1 1 II 0 • o N ':: N Z r • 9 Z m Z 70 I rn . r D a Z Z 117. �_ l W O �j�l � Comstock RE/ D°EL AND ADOmoN FOR / 0 2 Homes ROSEMARY FURRER 107 M COM. -11 I N o 12020Swnsw a emu NOM OPOOMFRI.110.1100 1711MullE13. OM. WHOM Nwm13.0■1511101.11011 N 6, 2 ',....t( s a r ) o s� 55 29 T I S G A R D SW PARK ST AMMIN9:1101.1611.0 , OR 97223 • 1 \ : = : j RECEDED JAN 2 4 2007 I i/l "�� BUILDING NG DIVISION TIGARD BUILDIM(3 A ENGINEERING, INC Client Comstock 2459 SE T.V. Hwy PMB #202 Project Rosemary Open Carport Hillsboro, OR 97123 -7919 Location Tigard. Or. 503 - 846 -1131 fax 503 -846 -1190 / 22' -0" /2.-2"4, 17' -8" ,1.2' -2' '1/4.,,Z _ . . _ _ _ I P4VI 51) 1:1P4I ` 81 c oo — — • — • — ( — ) • — • -- - -1— • — c■I .— _ .. _ . i . _ . _ . _ . _ . _ . _ . _ . _ 0 _ _ . _ _ . _A _ . _±.. _ . _ . _ . _ ._ _ . _i_.. _ i v P4 91 P4) 0 !'�- : v - -- • -- - - - -- . - 0 ROOF PLAN ® Scale: 3/16" = 1' -0" BEAM SCHEDULE LEFT RIGHT C B1 1 5 1 /8" x 16 1 /2" GLB _ — / 24F —V8 • JOIST SCHEDULE T24 MFGR. ROOF TRUSSES ( 24" O.C. . POST SCHEDULE P4 TS 4x4x1/4" A500 STEEL NOTE: NO INTERIOR OR EXTERIOR INFILL WALLS ALLOWED ON THIS _._. STRUCTRUE __ Job # 06177 By dim Date 1 2/20)/06 Sheet# 5 I of � �,,,,; , , ,,,, \CASCA bE . . . %C ENGINEERING, INC Client Comstock • 2459 SE T.V. Hwy PMB #202 Project Rosemary Open Carport Hillsboro, OR 97123 -7919 Location Tigard. Or. 503 -846 -1131 fax 503 -846 -1190 "CDX PLY TRUSS BY MFG OR EQUAL 24" O.C. - 4 as - 3 / "CDX PLY y "CDX PLY l ii I OR EQUAL STORAGE OR EQUAL TS4x4xY "� o 7- TS4x4xY4" 6" %4 "MINUS GRAVEL b) OR a 4" CONCRETE W/ ® #3 REBAR I@ 18" O.C. \ _ f _ - -/ 18 -0 f 0 SECTION ® Scale: 3/16" = 1' -0" • NOTE: NO INTERIOR OR EXTERIOR INFILL WALLS ALLOWED ON THIS — _ STRI ICTR Job # 06177 By dlm Date 1 2/20/06 Sheet# 52 of ,;,,, �CASCA bE /4::1P.. ®® ®® ENGINEERING, INC Client Comstock 2459 SE T.V. Hwy PMB #202 Project Rosemary Open Carport Hillsboro, OR 97123 -7919 Location Tigard. Or. 503 -846 -1131 fax 503 -846 -1190 • .f' 17' - 8" / \ o ❑ bo a) \ 0 D FOUNDATION PLAN Scale: 3/16" = 1' -0" PAD FOOTINGS MARK WIDTH LENGTH THICKNESS REINFORCING AT BOTTOM 30" 30" 12" (2) #4 E.W © BOTTOM NOTE: NO INTERIOR OR EXTERIOR INFILL WALLS ALLOWED ON THIS STRUCTRUE — _ Job # OG 177 By dIm Date 12/20/0g Sheet# 53 of • . . , #4.. �� ��1,,_,,,,� .ASCA . . 6 . e ENGINEERING, INC Client Comstock 2459 SE T.V. Hwy PMB #202 Project Rosemary Open Carport Hillsboro, OR 97123 -7919 Location Tigard. Or. 503 -846 -1131 fax 503 -846 -1190 • ROOF DIAPHRAGM 2X SOLID BLOCKING W/ SIMPSON SEE PLAN A35 AT 24' AND 1'0 HOLES AT �•°'' 12' W/ SCREEN FOR VENTING BOUNDARY NAILING MOl .. ,J SIMPS ❑N ECCO -54' OR EQUAL ilI 11111 o o III W /MINIMUM (2) 'O 0 0 THRU BOLTS (A -307) SIMPSON CCO -5Y4' OR EQUAL W /MINIMUM (4) %'0 SIMPS❑N CCO - 5Y4' OR EQUAL THRU BOLTS (A -307) V/MINIMUM ) % 307)' THRU BOLTS 3 16'' to /.' 3 16' / KNEE BRACE TS3x3xY4' 1 -6 OR TS4x4xY4' 3 3/16✓ ® EAVE /BEAM /COLUMN DETAIL (TYPICAL e SCALE:3 /4 = 1 -0 ALL 4 CORNERS) ROOF DIAPHRAGM SEE PLAN BOUNDARY NAILING ABEAM SEE PLAN 0 I, j ROOF TRUSSES L PER PLANS -►�/� ! i SIMPSON H2.5 EACH TRUSS SIMPS ❑N ECCO -5314' OR EQUAL 1 W /MINIMUM (2)%'0 i THRU BOLTS (A -307) WWI - o o �` �� SIMPS ❑N CCO -5k1' OR EQUAL - A I. SIMPS ❑N CCO-5Y4' OR EQUAL W /MINIMUM (4)'O W /MINIMUM (4) %'0 THRU BOLTS (A -307) ���� � � THRU BOLTS (A -307) -3 16' 16' 4 3 1 ; / 7 KNEE BRACE . TS3x3xY4' � OR 1 -6" TS4x4xY4' —2 • 33/16V .., • SCALE:3/4' EAVE /BEAM /COLUMN DETAIL (TYPICAL @ = 1 -0 ALL 4 CORNERS) Job # 06 177 By dim Date 1 2/20/06 Sheet# 54 of , ! ENGINEERING, INC Client Comstock 2459 SE T.V. Hwy PMB #202 Project Rosemary Open Carport Hillsboro, OR 97123 -7919 Location Tigard. Or. 503- 846 -1131 fax 503 - 846-1190 TS4x4xY" " i (4) ) '" x 7" EMBED PL 3�°x10x10 ANCHORS • 1 . - I .<‘. \; 4 ' L , j • ,, • \„...., b ,,,,,,,, › , .�� 6 " 'MINUS .. ,„, • U i . 1. / �;1 � ,� \ . �;��,` GRAVEL rn ' : , `. ` N\,- ��;��1 44" CONCRETE W/ REBAR SEE PLAN - 6 "CL #3 REBAR © 18° O.C. SEE PLAN AI FOUNDATION DETAIL SCALE:3 /4° = 1' -0° 1 TS4x4x4," 1 „ 7° PL Y2 "x10x10 "° (4 "ANCHOR BOLTS r` 11 _. �k Ss. E' r Ug I ¢ %PR 1 a 5* 5 "* av w i � 0 o= : 926 PE AI BASE PLATE DETAIL r� / ` 'EGO SCALE:3 /4 = 1' -0 64i''V0 9,706'`, -_-P gA/ S. 0 EXPIRES: Q - - - —7obit 7 By Date 12/20/O6 Sheet# 59 of __ - CD _ f ■ CD o - - _° o I I Co - Co . V -3 If ■ - v v v �� '■ 11 COMSTOCK DEVELOPMENT, LLC co 20' CARPORT z o z I 5 PITCH 0 Ti 24" TAILS 20-0-0 a °y N 2X6 WALLS o C1 0 rn 2X6 PLATES Roof Loading Account: Comstock Develop TC Live: 25.00 psf Job: 612043COM TC Dead: 7.00 psf Designer: Chris Reichelt BC Live: 30.00 psf Checker: TRUSS BC Dead: 10.00 psf Date: 01 -23 -07 TC Stress Inc: 15.00 _.We're Jule Rettar BC Stress Inc: 15.00 Spacing: 2- 0- 0 o.c. Job Hark Quan Type Span P1 -H1 Left OH Right OH Engineering ` 612043COM A -ST 9 WTR 200000 5 2 0 0 2 0 0 T07011917 U# J #612043COM 20' carport 4x4- • HO 3 -15 B HO 3 -15 3x10 a 3x10 F i G 11' 4x6A - 4 x6- ri E a D IQ 3x4* 3x4 I I'� I • W,508 W,508 R.1576 R.1576 U. 90 U. 90 SL 2 -2 -0 2 -2 -0 EP 7 -11 -15 10 -0 -0 12 -0 -1 20 -0 -0 TC 2 -0 -0 7 -11 -15 1 2 -0 -1 l 2 -0 -1 I 7 -11 -15 2 -0 -0' BC 5 -0 -0 I 10 -0 -0 I 5 -0 -0 EP 5 -0 -0 15 -0 -0 20 -0 -0 ® 20 -0 -0 E. • ALL PLATES ARE LOCX20 Scale: 0.274 I' Robbins Engineering, Inc. /Online Plue APPROX. TRUSS WRIGHT. 130.7 LEIS Bottom Chords Design checked for 10 psf non - A -E 0.58 2791 T 0.20 0.38 concurrent LL on BC. Online Plus -- Version 20.0.011 E -D 0.52 1967 T 0.14 0.38 Wind Loads - ANSI / ASCE 7 -02 RUN DATE: 22- JAN -07 D -C 0.58 2791 T 0.20 0.38 Truss is designed as a Baia Webs Wind -Force Resistance System. CSI -Size- - - -- Lumber - - -- B -F 0.59 1158 T Wind Speed: 85 mph TC 0.92 2x 4 DF1G F -G 0.67 2080 C Mean Roof Height: 15 -0 BC 0.58 2x 6 HF -SS G -D 0.59 1158 T Exposure Category: C WB 0.67 2x 4 SSTG Occupancy Factor : 1.00 TL Defl -0.40" in E -D L/577 Building Type: Enclosed Brace truss as follows: LL Defl -0.30" in E. -D L/768 Zone location: Exterior O.C. From To Shear // Grain in E -D 0.44 TC Dead Load : 4.0 psf TC Cont. 0- 0- 0 20- 0- 0 BC Dead Load : 6.0 psf BC Cont. 0- 0- 0 20- 0- 0 Plates for each ply each face. Max comp. force 3023 Lbs Plate - LOCK 20 Ga, Grose Area Quality Control Factor 1.00 Loading Live Dead (psf) . Plate - RHS 20 Ga, Gross Area TC 25.0 7.0 Jt Type Plt Size X Y JSI FABRICATOR NOTES: BC 30.0 10.0 A LOCK 4.Ox 6.0 Ctr Ctr 0.97 1. If overhangs are specified, Total 55.0 17.0 72.0 F LOCK 3.0x10.0 0.5 0.2 0.95 this design may be built Spacing 24.0" B LOCK 4.Ox 4.0 Ctr -0.9 0.49 with or without overhangs. Lumber Duration Factor 1.15 G LOCK 3.0x10.0 -0.5 0.2 0.95 Plate Duration Factor 1.15 C LOCK 4.Ox 6.0 Ctr Ctr 0.97 _ TC Fb =1.15 Fc =1.10 Ft =1.10 E LOCK 3.Ox 4.0- 0.3 -0.3 0.69 BC Fb =1.10 ' Fc =1.10 Ft =1.10 D LOCK 3.Ox 4.0 0.3 -0.3 0.69 Plus 6 Wind Load Case(s) REVIEWED BY: Plus 1 UBC LL Load Case (s) Robbins Engineering, Inc. Truss Design E Thomas A. Albani License #: I6222PE PO Box 280055 Address: P.O. Box 280055, Tampa, FL 33682 Jt React Uplft Size Req'd Tampa, FL 33682 .v .+ Lbs Lbs Ia -Sx Ia - � , ) A 1576 76 91 91 5- 8 2-10 REFER TO ROBBINS ENG. GENERAL ` C Hz = -59 NOTES AND SYMBOLS SHEET FOR / r �`4 ' ' / C 1576 91 5- 8 2 -10 ADDITIONAL SPECIFICATIONS. f 162 , , � �f? Hz = 60 NOTES: Membr CSI P Lbs Axl- CSI -Bnd Trusses Manufactured by: ; � 1 Top Chords Oregon Truss 0.: it V A -F 0.92 3023 C 0.19 0.73 Analysis Conforms To: , 5 4 F -B 0.51 79 T 0.01 0.50 ANSI /TPI 95 & 02 �0 G -C 0.92 3023 C 0.19 0.73 OH � , ' 14 offit psf 2.0 ' =1fIES 12 /31 /07 .. Robbins Engineering, InrJOnine Plus'. 01996 -2008 Version 20.0.011 Engineering - Portrait 1222007 8:12:29 PM Page 1 Date Sealed: (/23/2007 ROBBINS ENG. GENERAL NOTES & SYMBOLS PLATE LOCATION FLOOR TRUSS SPLICE LATERAL BRACING /7' 108 Center plates on joints unless ( 3X2, 4X2 6X2) Designates the location for continuous lateral bracing (CLB) for otherwise noted in plate list p support of individual truss members .� r-ne- or on drawing. Dimensions only. CLBs must be properly are given in inches (i.e. 1 1/2" IN (W) = Wide Face Plate anchored or restrained to prevent or 1.5" ) or IN -16ths (i.e. 108) (N) = Narrow Face Plate simultaneous buckling of adjacent truss members. PLATE SIZE AND ORIENTATION DIMENSIONS BEARING The first dimension is All dimensions are shown in When truss is designed to the width measured FT -IN -SX (i.e. 6' 8 1/2" or bear on multiple supports, 3x5 II perpendicular to slots. 6 -08-08 ). Dimensions less KNEE interior bearing locations The second dimension is than one foot are shown in — should be marked on the r the length measured IN -SX only (i.e. 708). truss. Interior support or 14 parallel to slots. Plate temporary shoring must be � orientation, shown next 6 - - — in place before erecting this W = Actual Bearing to plate size, indicates truss. If necessary, shim Width (IN - SX) direction of slots in 708 R = Reaction (lbs.) bearings to assure solid connector plates. U = Uplift (lbs.) contact with truss. ROBBINS connector plates shall be applied on both Robbins Eng. Co. bears no responsibility for the faces of truss at each joint. Center the plates, unless erection of trusses, field bracing or permanent truss indicated otherwise. No loose knots or wane in plate bracing. Refer to BCSI 1 -03 as published by Truss contact area. Splice only where shown. Overall spans Plate Institute, 218 North Lee Street, Suite 312, assume 4" bearing at each end, unless indicated Alexandria, Virginia 22314. Persons erecting trusses otherwise. Cutting and fabrication shall be performed are cautioned to seek professional advice concerning using equipment which produces snug - fitting joints and proper erection bracing to prevent toppling and plates. Unless otherwise noted, moisture content of " dominoing ". Care should be taken to prevent lumber shall not exceed 19% at time of fabrication and damage during fabrication, storage, shipping and the attached truss designs are not applicable for use erection. Top and bottom chords shall be adequately with fire retardant lumber and some preservative braced in the absence of sheathing or rigid ceiling, treatments. Nails specified on truss design drawings respectively. It is the responsibility of others to refer to common wire nails, except as noted. ascertain that design loads utilized on these drawings The attached design drawings were prepared in meet or exceed the actual dead loads imposed by the accordance with " National Design Specifications for structure and the live loads imposed by the local Wood Construction" (AF & PA )," National Design building code or historical climatic records. Standard for Metal Plate Connected Wood Truss Construction" (ANSI/TPI 1), and HUD Design Criteria for • Trussed Rafters. FURNISH A COPY OF THE ATTACHED TRUSS DESIGN DRAWINGS TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THESE DRAWINGS AND VERIFY THAT DATA, INCLUDING DIMENSIONS & LOADS, CONFORM TO ARCHITECTURAL PLAN / SPECS AND THE TRUSS PLACEMENT DIAGRAM FURNISHED BY THE TRUSS FABRICATOR. 6904 Parke East Blvd. o Tampa, Fl 33610 -4115 Ei] Tel: 813- 972 -1135 Fax: 813- 971 -6117 0 Ao 01 0 www.robbinseng.com 2 00 JAN 2 4 0 a p 1Sfir o • , /�;d CASCAbE to mo ENGINEERING, INC 2459 SE T.V. Hwy PMB #202 Hillsboro, OR 97123 -7919 503- 846 -1131 fax 503 - 846 -1190 Calculations For Rosemary Open Carport 10685 SW Park Tigard, Or. 97223 Job No: 06177 Client: Comstock 1/4/2007 Index to Calculations Item Sheet Design Criteria and Loads D1 - D5 Beam analysis R1 Knee brace analysis C1 - C3 Foundations Fl Lateral Analysis L1 Framing Sketches 4, PAOc Si - S5 4 w ca 8926P r ..- • OREGO 6 ' 406\ �� • EXPIRES: dJi 7 These calculations are for an open structure. No infill walls are allowed with this analysis. ,rr�'''' bE ENGINEERING, INC C lient Comstock 2459 SE T.V. Hwy PMB #202 Project Rosemary Open Carport Hillsboro, OR 97123 -7919 Location Tigard, Or. 503 - 846 -1131 fax 503 - 846 -1190 STRUCTURAL DESIGN CRITERIA Location: City of Tigard, OR Occupancy: Occupancy Category II Applicable Codes: 2003 International Building Code ASCE7 -02 Minimum Design Loads for Buildings and Other Structures NDS -01 National Design Specification for Wood Construction ACI 318 -02 Building Code Requirements for Structural Concrete • Snow Loads: Ground Snow Load: 25 psf Exposure: B Minimum Roof Snow Load: 25 psf Live Loads: Residential Attics with Storage 20 psf Wind Loads: Basic Wind Speed: 100 mph Exposure: B Seismic Loads: Mapped Short Period Specteral Response: 1.090 Mapped 1 Second Specteral Response: 0.420 Soil Profile: D Seismic Design Category: D Seismic Weight Includes: Total Dead Load Load Combinations: (IBC 1605.3.2) Dead + Floor Live + (Roof Live or Snow) Dead + Floor Live + (Wind or Seismic) Dead + Floor Live +' /z Snow + Wind Dead + Floor Live + Snow + 1 /2 Wind Dead + Floor Live + Snow + Seismic Foundations: Allowable Bearing Pressure: 1500 psf Design Frost Depth: 18 in Job # 06 177 By dim Date 1 /4/07 Sheet# D I of . • i �C A SC A b E ' ® � ,. ENGINEERING, INC Client Comstock 2459 SE T.V. Hwy PMB #202 Project Rosemary Open Carport Hillsboro, OR 97123 -7919 Location Tigard, Or. 503 - 846 -1131 fax 503 - 846 -1190 MATERIALS SPECIFICATIONS Steel Reinforcing: Fy psi Fu psi Rebar: ASTM Grade 60 60,000 Rebar (to be welded): ASTM A706, Grade 60 60,000 Anchors Bolts: A307, Grade A, (Headed or J) Galvanized 35,000 60,000 Concrete: fc' psi Foundations, slabs: 2500 Structural Steel: MATERIALS: Fy psi Fu psi Structural Tubes A500 Gr. B 46,000 58,000 Structural Plates A36 36,000 58,000 Bolts: A307, Gr. A, Galvanized 35,000 60,000 Welding: E70 XX Electrodes 60,000 72,000 (All welding of Seismic Load Resisting System connections to be in conformance with AISC Seismic Provisions 2002 section 7.3) (All welding to be in conformance with AWS D1.1 and requires special inspection.) Framing Lumber: (NDS -01) Fb psi Fc psi Fv psi E psi Dimension Lumber (As Noted on Plans): Doug Fir Larch No. 2, 2" to 4" thick 900 1350 180 1.60E +06 Plates, Blocking: Doug Fir Larch Standard Grade 575 1400 180 1.40E +06 Glulam: Doug Fir 24F -V8 2400 1650 240 1.80E +06 Plywood: (APA Rated) Roof: 15/32" C -D Grade Exposure 1 Span 32/16 Walls: 7/16" C -D Grade Exposure 1 Span 24/16 Floor: 3/4" T &G C -D Grade Exposure 1 OSB substitution allowed with equivalent rating. • Job # OG 1 77 By dim Date 1/3107 Sheet# D2 of • �' /,!IPN,CASCA D ' - ENGINEERING, INC Client Comstock 2459 SE T.V. Hwy PMB #202 Project Rosemary Open Carport Hillsboro, OR 97123 -7919 Location Tigard, Or. 503 - 846 -1131 fax 503 - 846 -1190 Dead Load Calculation Roof: Shingles on Trusses Asphalt shingle system 3.0 5/8" Plywood sheathing 1.8 Manufactured wood trusses at 24" O.C. 2.0 1/2" Plywood sheathing(under trusses) 1.5 Mechanical, Electrical, and Plumbing 1.0 Miscellaneous Allowance 3.5 Total Dead Load 12.8 Job # 06 I 77 By dm Date I/3/07 Sheet# D3 of • • #XASCAbE ENGINEERING, INC Client • Comstock 2459 SE T.V. Hwy PMB #202 Project Rosemary Open Carport Hillsboro, OR 97123 -7919 Location Tigard, Or. 503 - 846 -1131 fax 503 - 846 -1190 Wind Load Calculation ASCE7 - 02, 6.5 Analytical Proceedure, Main Wind Force Resisting System Primary Building Frame Location: Wind Speed (3sec): Exposure: City of Tigard, OR 100 B Occupancy: Occupancy Category II Importance Factor I: 1.00 Enclosure Classification: Open Internal Pressure GC 0 Gust Effect Factor G: 0.85 12 Directionality Factor K 0.85 4 Topographic Factor K 1.00 _.404004111000„ Roof Mean Height h(ft): 13 Roof Rise /Run: 4 :12 Roof Length Ridge L(ft): 20 Roof Length Perp. L2(ft): 18 13 ii Velocity Pressure g 12.5 Internal Pres. q,(GC (psf): 0.00 [ 20 Roof Slope 0 (deg): 18.4, 18 Exposure Factor Kh: 0.57 Normal to Ridge for 0 > 10deg (Normal Forces, in psf): Windward: Cp (max): -0.111 Cp (min): -0.627 Leeward: Cp: -0.569 Wind -1_2 g (ft) i� -6.7 Q soft , Leeward Wall Wall Heights ft Windward Wall � 9 8.5 I (outward) i 1 -5.3 0 8.5 ■ I -5.3 0 8.5 I I -5.3 18 Flat or Parallel to Ridge (Uplift Forces, in psf): Distance from Windward Roof Edge (ft) 6.5 11 2.§ Wind Gabel End 8.5 i iiIiM���������� I -4.9 Wall Heights (ft) • -11.: ' -•.6 - -..4 I 8 8.5 • -4.9 0 8.5 1 -4.9 • 0 8.5 I -4.9 I— 20 Job # 06177 By dm Date 1/3/07 Sheet# D4 of . ^XASCAD ENGINEERING, INC Client Comstock • 2459 SE T.V. Hwy PMB #202 Project Rosemary Open Carport Hillsboro, OR 97123 -7919 Location Tigard, Or. 503 - 846 -1131 fax 503 - 846 -1190 Seismic Load Calculation 2003 IBC, Building Structures, 1614 ASCE7 -2002, 9.5.5 Location: Ss S Soil Profile: Occupancy: City of Tigard, Or. 1.090 0.420 D Occupancy Category II Seismic Design Category: D (ASCE7 9.4.2.1a & 9.4.2.1b) Structural System: Building frame with light framed walls with shear panels - all other Primary Building Frame h„ Mean Roof Height (ft) 15 Sos = 2 /3 *F *S F = 1.06 ASCE7 9.4.1.2.4 -1 & 9.4.1.2.5 -1 0.773 SD1 = 2/3 *F„ *S F„ = 1.58 ASCE7 9.4.1.2.42 & 9.4.1.2.5 -2 0.442 I Occupancy Category II (Seismic Use Group I) ASCE7 9.1.4 1.00 R Building frame with light framed walls with shear panels - all other ASCE7 9.5.2.2 2.5 C All Other Buildings ASCE7 9.5.5.3.2 0.020 x All Other Buildings ASCE7 9.5.5.3.2 0.75 T C ASCE7 9.5.5.3.2 -1 0.15 C = S (Maximum Value) ASCE7 9.5.5.2.1 -1 0.31 C = S /I) (Period Dependent Value) ASCE7 9.5.5.2.1 -2 1.16 C = 0.0441S05 . (Minimum Value) ASCE7 9.5.5.2.1 -3 0.03 C = 0.5S /(R /1) (Minimum Value SDC E &F) ASCE7 9.5.5.2.1 -4 0 C Governing Coefficient 0.31 r„,„ For shear walls: V , For frames: VEN ASCE7 9.5.2.4.2 0.50 A Ground floor area of the structure (ftL) 360 20 P 2 — = -0.11 1.0 < p < 1.5 ASCE7 9.5.2.4.2 -1 1.00 r max -‘1717: f, Building frame with light framed walls with shear panels - all other ASCE7 9.5.2.2 2.5 PO Design Coefficient - Ultimate Load ASCE7 9.5.2.7 -1 0.31 no%E Design Coefficient - Maximum Load ASCE7 9.5.2.7.1 -1 0.77 Design Coefficient - Allowable Stress (Ultimate / 1.4) I 0.22 Job # 06 1 By _dim_ Date 1 /3/07 Sheet# D5 of fr\CA 5CA bE 6 ENGINEERING, INC Client Comstock ' 2459 SE T.V. Hwy PMB #202 Project Rosemary Open Carport Hillsboro, OR 97123 -7919 Location Tigard, Or. 503 - 846 -1131 fax 503 -846 -1190 Worksheet for Beam Gravity Loads Beam BM1 - - - - - Beam Length (ft) 20 1 1 1 1 1 Left Trib. Width 1 (ft) 9 0 0 0 0 0 Right Trib. Width 1 (ft) 9 0 0 0 0 0 Trib. DL (psf) for 1 12 0 0 0 0 0 Trib. LL (psf) for 1 25 0 0 0 0 0 Left Trib. Width 2 (ft) 2 0 0 0 0 0 Right Trib. Width 2 (ft) 2 0 0 0 0 0 Trib. DL (psf) for 2 12 0 0 0 0 0 Trib. LL (psf) for 2 25 0 0 0 0 0 Uniform DL (plf) 60 0 0 0 0 0 Uniform LL (plf) 160 0 0 0 0 0 Point DL (Ib) 0 0 0 0 0 0 Point LL (Ib) 0 0 0 0 0 0 Point Dist. from Left (ft) 0 0 0 0 0 0 Shear Reduction at "d" (Ib) 0 0 0 0 0 0 Member Description . 5- 1/8X16 -1/2 - - - - - Timber Grade 24 -V8 DFL #2 DFL #2 DFL #2 DFL #2 DFL #2 Load Duration Factor CD 1.15 1 1 1 1 1 Total Eq. Uniform DL (plf) 192 0 0 0 0 0 Total Eq. Uniform LL (plf) 435 0 0 0 0 0 Left DL. Reaction (Ib) 1920 0 0 0 0 0 Left LL. Reaction (Ib) 4350 0 0 0 0 0 Left Total Reaction (lb) 6270 0 0 0 0 0 Right DL. Reaction (Ib) 1920 0 0 0 0 0 Right LL. Reaction (lb) 4350 0 0 0 0 0 Right Total Reaction (Ib) 6270 0 0 0 0 0 DL Moment (lb -ft) 9600 0 0 0 0 0 Total Moment (lb -ft) 31350 0 0 0 0 0 Member Area A (in2) 84.563 1.000 1.000 1.000 1.000 1.000 Section Modulus Sx (in3) 232.547 1.000 1.000 1.000 1.000 1.000 Moment of Inertia Ix (in4) 1918.512 1.000 1.000 1.000 1.000 1.000 Size Factor Cf 0.97 1.00 - 1.00 1.00 1.00 1.00 Shear Stress fv (psi) 240 180 180 180 180 180 Bending Stress fb (psi) 2400 900 900 900 900 900 Elastic Modulus E (psi) 1.8E +6 1.6E +6 1.6E +6 1.6E +6 1.6E +6 1.6E +6 Allowable Shear fv' (psi) 276 180 180 180 180 180 Allowable Bending fb (psi) 2664.04843 900 900 900 900 900 Member Shear Fv (psi) 111.2 0.0 0.0 0.0 0.0 0.0 Member Bending Fb (psi) 1617.7 0.0 0.0 0.0 0.0 0.0 Dead Load Deflection Ratio 1199 - - - - - Total Load Deflection Ratio 367 - - - - - DL Defl. / TL Defl. (in) 0.2/0.65 0.0/0.0 0.0/0.0 0.0/0.0 0.0/0.0 0.0/0.0 Beam Callout 5- 1/8X16 -1/2 - - - - - Left Support/Hanger - - - - - - Right Support/Hanger - - - - - - Job # 06 177 By dlm Date 1/3/07 Sheet# RI of . ' � �' l ' " , , , ,,, CASCAbE - ®® ®® ENGINEERING, INC Client Comstock 2459 SE T.V. Hwy PMB #202 Project Rosemary Open Carport Hillsboro, OR 97123 -7919 Location Tigard, Or. 503 - 846 -1131 fax 503 - 846 -1190 Corner Knee brace analysis Given: Lateral Seisimic Worst Case = 62 plf Column height = 9 ft Trib length= 22 ft Total lateral load = 1364 lb (worst case) Total load on each corner column 341 lb Max moment in column = 3069 ft -lb Knee braced corners= 18 in Vertical load at Knee brace = 2046 lb T &C forces in knee brace= 2884.86 lb Required bolts at knee brace to beam connection 5/8" dia. thru bolt with 3/16" side plates in dbl shear( @45degs) = 1694 lb/bolt Required bolts for shear = 1.207792 bolts (4) bolts = 6776 lb Stress ratio = 2884/6776= 0.425747 Use (4) 5/8" dia X thru bolt (A307 min) Required bolts at column to beam connection 5/8" dia. thru bolt with 3/16" side plates in dbl shear( @90degs) = 1337 lb /bolt Required bolts for shear = 1.530292 bolts (2) bolts = 2674 lb Stress ratio = 2674/2884= 0.765146 Use (2) 5/8" dia X thru bolt (A307 min) Global overturning from lateral loads Summation of moments about the worst case axis gives: Lateral overturning= 12276 ft-lb Dead load restoring= 50688 ft-lb Factor of safety = 4.129032 : 1.0 Job # 06177 _ By dim Date 114107 Sheet# C I of • rr �;,����,, ,,,, A CA SCA b E ENGINEERING, INC Client Comstock • 2459 SE T.V. Hwy PMB #202 Project Rosemary Open Carport Hillsboro, OR 97123 -7919 Location Tigard, Or. 503 - 846 -1131 fax 503 - 846 -1190 Worksheet for Wood Connectors Bolt - Double Shear Connector Diameter D (in) 0.625 Yield Strength of Connector Fy (psi) 45,000 Load Duration Factor Co l 1 Main Member Side Member Thickness tm (in) 5.125 Thickness is (in) 0.1875 Specific Gravity Gm 0.5 Specific Gravity Gs 87000 Bearing Direction Om (deg) 45, Bearing Direction Os (deg) 0 Max Angle of Load to Grain 45 • Dowel Bearing Strength Fern (psi) 3754.8 Dowel Bearing Strength Fes (psi) 87000 Dowel bearing parallel to grain (psi) 5600 Dowel bearing parallel to grain (psi) 87000 Dowel bearing perp. to grain (psi) 2824.2 Dowel bearing perp. to grain (psi) 87000 Re 0.043158 KO 1.125 Rt 27.33333 KD 0 k1 0.48594 Rd I 4.5 k2 0.488422 Rd II 4.05 k3 14.15663 Rd III,IV 3.6 Zlm 2672.679 Zlm (Double Shear) 2672.679 l Zls 2265.625 ZIs (Double Shear) 4531.25 ZII 1223.3 ZIIIm 1502.1 ZIlls 846.9 ZIlls (Double Shear) 1693.8 ZIV 1127.5 ZIV (Double Shear) 2255.1 Governing value for single shear 846.9 Governing value for double shear 1693.8 (Maximum Allowable Load Z (lb) I 1693.8 I At 90 deg. To grain Z= 1337 lb Job # 06177 By _Alm_ Date 1/4/07 ' Sheet# C2 of Column( AISC 9th Ed ASD 1 Ver: 6.00.81 By: Dale Marlett , Cascade Engineering Inc on: 01 -03 -2007 : 12:05:06 AM Proiect: CALCS - Location: CORNER COLUMNS Summary: 4 X 4 X 1/4 TS -ASTM A500 x 9.0 FT Section Adequate By: 32.5% Vertical Reactions: Live: Vert-LL -Rxn= 1920 LB Dead: Vert-DL -Rxn= 4460 LB Total: Vert-TL -Rxn= 6380 LB Axial Loads: Live Loads: PL= 1920 LB Dead Loads: PD= 4350 LB Column Self Weight: CSW= 110 LB Total Loads: PT= 6380 LB Eccentricity (X -X Axis): ex= 5.90 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X -X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 9.0 FT Column End Condition: K= 2.0 Column Bending Coefficient: Cm= 1.0 Properties for:4 X 4 X 1/4 TS /A500 Steel Yield Strength: Fy= 46 KSI Modulus of Elasticity: E. 29000 KSI Column Section: (X -X Axis): dx= 4.00 N Column Section: (Y -Y Axis): dy= 4.00 N Column Wall Thickness: t= 0.25 N Area: A= 3.59 N2 Moment of Inertia (X -X Axis): lx= 8.22 N4 Moment of Inertia (Y -Y Axis): ly= 8.22 N4 Section Modulus (X -X Axis): Sx= 4.11 N3 Section Modulus (Y -Y Axis): Sy= 4.11 N3 Radius of Gyration (X -X Axis): rx= 1.51 N Radius of Gyration (Y -Y Axis): ry= 1.51 N Column Compression Calculations: KL /r Ratio (X -X Axis): KLx/rx= 143.0 KUr Ratio (Y -Y Axis): KLy /ry= 143.0 Controlling Direction for Compression Calculations: (Y -Y Axis) Column Slenderness Ratio: Cc= 111.6 Allowable Compressive Stress: Fa= 7298 PSI Compressive Stress: fa= 1777 PSI Column Bending Calculations: Controlling Load Case: Axial Total Load (D + L) Eccentricity Moment (X -X Axis): Mx -ex= 3083 FT -LB Eccentricity Moment (Y -Y Axis): My -ey= 0 FT -LB Lateral Load Moment Including Eccentricity (X -X Axis): Mx -Lat= 3083 FT -LB Bending Stress (X -X Axis): fbx= 9001 PSI Bending Stress (Y -Y Axis): fby= 0 PSI Flange Buckling Ratio: FBR= 16.00 Allowable Flange Buckling Ratio: AFBR= 28.01 Allowable Bending Stress: Fbx =Fby= 28 KSI Combined Stress Calculations: Euler's Stress (X -X Axis): Fex'= 7298 PSI Euler's Stress (Y -Y Axis): Fey'= 7298 PSI Using AISC Formula H1 -1: CSF(1). 0.67 Using AISC Formula H1 -2: CSF(2)= 0.39 Using AISC Formula H1 -3: CSF(3)= 0.57 Controlling Combined Stress Factor: CSF(1) Controls : 0.67 C3 • + 4���� XA SCAb E • egL. ENGINEERING, INC Client Comstock • 2459 SE T.V. Hwy PMB #202 Project Rosemary Open Carport Hillsboro, OR 97123 -7919 Location Tigard, Or. . 503 - 846 -1131 fax 503 - 846 -1190 Foundation Load Summaries Typical post su port Uniform Load From: Trib. (sqft) DL (psf) LL (psf) DL (Ib) LL (Ib) TL (Ib) Corners 110 12.8 25 1408 2750 4158 storage 40 10 40 400 1600 2000. Footing _ 6.25 150 937.5 0 937.5 Total 2745.5 4350 7095.5 Width Length Thickness Reinforcing Bearing (in) (in) (in) (psf) F30 30 30 12 #4 @ 12" O.C. E.W. at Bottom 1135 Job # 177 By _dim_ Date 1/3/07 Sheet# F I of � A5CAbE ENGINEERING, INC Client Comstock • 2459 SE T.V. Hwy PMB #202 Project Rosemary Open Carport Hillsboro, OR 97123 - 7919 Location Tigard, Or. 503 - 846 - 1131 fax 503 - 846 - 1190 Summary of Lateral Forces Wind East -West Windward Leeward Height Width Load v (pif) (psf) (psf) (ft) (ft) (Ib) Sloped Roof -1.2 6 4 22 422 0 0 0 0 0 0 0 0 0 0 Diaphragm Total 22 422 19 WORST CASE FOR ANALYSIS OF MOMENT COLUMNS Ma_ ss Calculation Length Height Area Unit Wt. Subtotal Level Total (ft) (ft) (ft) (psf) (Ib) (Ib) Roof 440 12.8 5,632 0 0 0 0 0.0 0 5,632 Base Shear Seismic Coefficient: 0.22 I SDS : 0.773 I I: 1.00 For Diaphragm Design: � Cd = 0.22 � Fd (Ib) = 1,239 Total Base Shear/ (1b) ( =1-x for 1 story) I 1,239 Seismic North -South Primary Frame Diaphragm Fx (Ib) Width (ft) v (plf) Fd (Ib) v (pif) Roof _ 1,239 20 62 1,239 ( 62 Seismic East -West Primary Frame Diaphragm Fx (Ib) Width (ft) ' v (pif) Fd (Ib) v (pif) Roof 1,239 22 56 1,239 56 SEISIMIC CONTROLS ALL LATERAL ANALYSIS DIRECTIONS Job # 06177 By dim Date I /3/07 Sheet# L I of . CASCA DE � '' - . ® ®� ENGINEERING, INC Client Comstock 2459 SE T.V. Hwy PMB #202 Project Rosemary Open Carport Hillsboro, OR 97123 -7919 Location Tigard. Or. 503 - 846 -1131 fax 503 - 846 -1190 / 22' -0" 2' -2' 17' -8 4' 2' �f _�'j, N1/4. _ P4 � B1 � P4 4 0 61 00 - --F - - _ eTa 4 - N O) N 0 - - I - - - - - - - - - - - - - - I- - P4 (If) ) P4 S4 41 0 ROOF PLAN ® Scale: 3/16" = 1' -0" BEAM SCHEDULE LEFT RIGHT C B1 24F/ V8 x 16 1 /2" GLB _ _ JOIST SCHEDULE GM MFGR. ROOF TRUSSES © 24" O.C. POST SCHEDULE P4 TS 4x4x1 /4" A500 STEEL NOTE: NO INTERIOR OR EXTERIOR INFILL WALLS ALLOWED ON THIS STRUCTRUE Job # O6177 By dim Date 1 2/20/06 Sheet# 5 I of • C ASCA DE ENGINEERING, INC Client Comstock 2459 SE T.V. Hwy PMB #202 Project Rosemary Open Carport Hillsboro, OR 97123 -7919 Location Tigard. Or. 503- 846 -1131 fax 503- 846 -1190 TRUSS BY MFG CDX PLY p 24" O.C. OR EQUAL n 3 / CDX PLY y "CDX PLY OR EQUAL OR EQUAL STORAGE TS4x4xj "- TS4x4 a 6" 3 / "MINUS GRAVEL 6" OR 4" CONCRETE W/ ® #3 REBAR © 18" O.C. E,...g ti :, li. %:'ta.. !`:: !r'.'Isis_R?.am'y!ffizif...Rafi a-.: ,,,_ ‘ 18' -O" f . 0 SECTION ® Scale: 3/16" = 1' -0" NOTE: NO INTERIOR OR EXTERIOR INFILL WALLS ALLOWED ON THIS STRUCTRUE Job # 06177 By dim Date 12/20/06 Sheet# 52 of • • , 1, ��' CASCADE ENGINEERING, INC Client Comstock 2459 SE T.V. Hwy PMB #202 Project Rosemary Open Carport Hillsboro, OR 97123 -7919 Location Tigard. Or. 503 - 846 -1131 fax 503 - 846 -1190 4' 17' -8" / 0 0 • a) 0 0 FOUNDATION PLAN Scale: 3/16" = 1' -0" PAD FOOTINGS MARK WIDTH LENGTH THICKNESS REINFORCING AT BOTTOM 30" 30" 12" (2) #4 E.W © BOTTOM NOTE: NO INTERIOR OR EXTERIOR INFILL WALLS ALLOWED ON THIS STRUCTRUE Job # 06177 By dlm Date 1 2/20/06 Sheet# 53 of AN \ CASCA bE �' - / ® /I P: ENGINEERING, INC Client Comstock 2459 SE T.V. Hwy PMB #202 Project Rosemary Open Carport Hillsboro, OR 97123 -7919 Location Tigard. Or. 503 - 846-1131 fax 503 - 846 -1190 ROOF DIAPHRAGM_ 2X S ❑LID BLOCKING W/ SIMPS ❑N SEE PLAN A35 AT 24' AND 1'0 HOLES AT 12' W/ SCREEN FOR VENTING BOUNDARY NAILING X iii El SIMPS ❑N ECCO -514' OR EQUAL ° ° ° W /MINIMUM (2)%'0 0 1 0 0 THRU BOLTS (A -307) �l 1 1 . 1 SIMPS ❑N CCO -5Y4' OR EQUAL � / W /MINIMUM (4) %'0 SIMPSON CCO -54' OR EQUAL THRU BOLTS (A -307) 1 �/ W /MINIMUM (4) %'0 THRU BOLTS (A -307) 3 16' C D / `3 16' / KNEE BRACE TS3x3xk' 1' -6" TS4x4xY4' a 3/16V 0 EAVE /BEAM /COLUMN DETAIL (TYPICAL @ SCALE:3 /4" = 1 -0" . ALL 4 CORNERS) ROOF DIAPHRAGM SEE PLAN BOUNDARY NAILING BEAM SEE PLAN 1 R ❑OF TRUSSES X X— PER PLANS - 1� — ! I SIMPSON H2.5 i, EACH TRUSS SIMPSON ECCO -5Y4 OR EQUAL _� W /MINIMUM(2) %'0 _ o o -1 THRU BOLTS (A -307) e J SIMPSON CC0 -5y' OR EQUAL v i li■ – 0 ° i SIMPS ❑N CC0 - OR EQUAL W /MINIMUM (4) - li '0 . ` W /MINIMUM (4)%'0 THRU BOLTS (A -307) / \ THRU BOLTS (A -307) 3 / 16 V 3 16' 4. T , ! KNEE BRACE TS3x3xY4' OR ' 1' - 6" TS4x4xYs' ,� - ° 3/16v • SCAII:3/4 EAVE /BEA M /COLUMN DETAIL (TYPICAL ° = 1 -0° ALL 4 CORNERS) Job # 06 1 77 By dim Date 1 2/20/06 Sheet# 54 of .- A\ CASCA bE - ENGINEERING, INC Client Comstock 2459 SE T.V. Hwy PMB #202 Project Rosemary Open Carport Hillsboro, OR 97123 -7919 Location Tigard. Or. 503 - 846 -1131 fax 503 -846 -1190 TS4x4xJ" 4 0 PLY "x10x10" I (4) Y "o x 7" EMBED I ANCHORS 1ptve I I I I, i F t �1� � \��\ ` ' 1 I ' e � 44: 4,4 o=“-A,: \ \ \ I ----‘z--- .�t,1:�.� / �" / \ i \ \ \'� GRAVEL NUS r � �4.` \Vviy -' 4" CONCRETE W/ CL I " #3 REBAR © 18" O.C. REBAR SEE PLAN SEE PLAN / e FOUNDATION DETAIL SCALE:3 /4" = 1' -0 10" / TS4x4xY4 1 '' 7" /1i" (4)Y "ANCHOR PL Y "x10x10" - BOLTS i� [1JI �t 1RU CTITj ,I , I + ��Ep PA Off 0 `¢ 5" ?I' 5 ",K ■ E 4 , / 0 > 1 4' ' 4.44 ■ 926 PE r, 0 BASE PLATE DETAIL •o \ SCALE:3 /4 = 1' -0 O -1 . 912� � � � s, vN EXPIR . • Job # 06 177 By dim Date 1 2/2006 Sheet# 55 of • Y . ° .--f**' •. .o ■ e 182' 2° 5 9 „ ^ 4' •�. (r) ° Kt ° 9 2 —e Zit'. 46 li - _-- - 190' 0 ° CITY O F TI GAR: - SITE PLAN REVIE eN �� �p ',,c . '« BUILDING PE Ml — NO.: ( P900 ^[0Q�� -CL-ti PL ANN ING DIVISI )N: f x r CE; C (I) , ?t:.• Scr`:�ack;: f' App rn -cd U :got ,'.ofJr;..-•d '' 0 —I D oo � `ai de: 5 Stre!` Sid: __ m n ° 1R Front. Ci t�r ti . . ?-3,._ I:, _ ,,r. ...LJ_ X n 0 (n V • .laximtun Buildinj Height _-3..`:' , I - 4 C 73 D ^' Z s service Pro., id :r Lei:. 'SC No 0 Z ; ., ,. GI fOC r I o0U. 4 4x14r7 k) da/6t rt Li i, _ ' ,, . 7C B , . : <T eQ,,c,,�-e✓ 1. Il.iic i /z6 / 7 — ..4 r ENGINEERING DE'ARTMEN'l : 03 CA Actual Slope:% ® Approved ❑ Not Approved cn 00 S ite PI ,/ _ Et-Approved 0jNo ppr ved Cr.) p Bv: Date: x,. ,, i Notes: NC 7o --CC '!--- 11 • • . ••• . • Cirricr-iri /1-24-- J� - • ..• u• • • -1 • • • r • • • • • } ew�.My f• - / F'� • � \ �COmS • • • R Da AND 14°874311 FOR ` OiOO e.. em1.00n, 0 o�u,.mw rr°oaa .oan ooanr0o, Homes ROSEMARY FURRER "°°RP°07•0111)"0"PCOMM °m°'m 11 •4 0 12020 sw u8a• • � — Z x • • '!Q885 S1�I��R1� m„raa,rq. wow macaws. `N S \( �- i • • • : T D 9Tp2/ } s . 3 _ . P T . S.• -• ••• • • • ;- ' L_ ,....,, . •• • • • • • • • • • • • • - ~ • • • • • • • • • • •• • • • • •••• `: • • • • • • • • • •• •• • • • • ' 7 --�• • • • • • • • • • • • • • • i s , 1 1 •• • • • • •• •• •• • , , "re ,