The URL can be used to link to this page

Specifications Nicoll Inc. PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 820-2086 • Fax: (503) 684-3636 1.t4T ` — Os() q3 ENERGY CALCULATIONS PROJECT: HARRIS- McMONAGLE ASSOCIATES, INC. TWO STORY OFFICE BUILDING 8740 SW SCOFFINS ST. TIGARD, OREGON 97223 CLIENT: SCOFFINS STREET , LLC 12555 SW HALL BLVD. TIGARD, OR. 97223 RECEIVED APR 12 2007 l;llY ur iuTtuu, g'{ FifiiYrmr: nnrKrnr JOB NO.: 07 -0111 OFFICE COPY PREPARED BY : JDA DATE : 4 -10 -07 PAGE 1 OF 8 4 4 t , Form 2a Project Name: 1" /®'' eal ev Mee 'M? !A ( 4,E. or Fit' Page: 2 SUMMARY Project 1. Project Name RAtz, a1tv.,I.iG., 6 51 A44464. i t4t.. I, F r"- t 6 r 2. Project Address q '7 4, " Is.t, ✓ra t Ira 6.o• 3. City/Town -n em,. 5. County f v�i 4. Building, Gross Area (ft2) i C7 0 if:. r, 6. No. of Floors IL 7. Construction Site Elevation Above 2,000 ft? ❑ YES is Attached Chapter Type ID Description Attach Forms and Building Envelope Form 3a Building Envelope - General Si Worksheets 3b Prescriptive Path - All Climate Zones LZ. * CodeComp Report for Simplified Trade -off ❑ ' In lieu of 3b " Floppy disc with .occ CodeComp file ❑ Check boxes to Worksheet 3a Wall U- factor ❑ indicate attached 3b Roof U- factor ❑ forms and 3c Floor U- factor ❑ worksheets 3d Window /Skylight Schedule ❑ Systems 11,4. Form 4a Systems - General ❑ E j 4b Complex Systems ❑ Worksheet 4a Unitary Air Conditioners - Air Cooled ❑ �, 4b Unitary Air Cond. - Water & Evap Cooled ❑ 4c Unitary Heat Pump - Air Cooled ❑ 4d Unitary Heat Pump - Water Cooled ❑ 4e Packaged Terminal A.C. - Air Cooled ❑ 4f Packaged Terminal Heat Pump - Air Cooled ❑ ' 4g Water Chilling Pkgs - Water & Air Cooled ❑ 4h Heat Rejection Equipment ❑ 0 4i Boiler - Gas -Fired and Oil -Fired ❑ I6 4j Furnace & Unit Heaters - Gas and Oil -Fired ❑ 4k Simultaneous Heating and Cooling ❑ 41 Air Transport Energy ❑ 4m Natural Ventilation ❑ Lighting °' - Form 5a Lighting - General ❑ ' 5b Interior Lighting Power - Tenant Method ❑ � I 5c Int. Ltng. Power - Space -by -Space Method ❑ I Worksheet 5a Lighting Schedule ❑ 5b Interior Lighting Power ❑ Applicant 7. Name 3 t 41t4 Male-, 10. Telephone 64-4,24.2.01* 8. Company 4IGdtA P-K(Alt-tteathl--1 l IrI c. 11. Date 4. 10.07 9. Signature 4St.W44d.... b, a ,. ■ Attached No. of Pages Description of Documentation Document- I $UIWINGt PV r.i..a1 --G P4 A ation 4- 1 f Iv E PM1 1 WIROMI 6LFig ?U1✓E 2-1 Compliance with OSSC, effective 01/01/05 Form 3a Project Name: if kp y ' Me.HON/� -(,, j Page:l 3 BUILDING ENVELOPE - GENERAL Check all boxes 1. Exceptions (Section 1312) . that apply. ❑ No Envelope Components. The building plans do not call for new or altered building envelope components, e.g., walls, floors or roof /ceilings. ❑ A Non -conditioned Building. The proposed structure has no spaces heated or cooled by an HVAC system. .Exceptions ❑ Exception. All new or altered building envelope components do not comply with the Discussion of qualifying requirements, Section 1312, but qualify for Exception: ❑ -1 ❑ -2 ❑ -3 ❑ -4 ❑ -5 exceptions in Portions of the building that qualify: instructions section. Plans /Specs � Show compliance by The plans /specs show compliance in the following locations: k )HIII t • 1 GO p . to rah including a drawing . sheet, detail number, • specification section 2. Air Leakage (Section 1312.1.1) • and/or subparagraph. it Complies. Plans require penetrations in building envelope are sealed and windows and . doors are caulked, gasketed or weatherstripped. The plans/specs show compliance in the following locations: SHf. T 1.) alSWAY coDE. 1Jo'M V I'. 1 3. Suspended Ceiling (Section 1312.1.2.1) . RI Complies. Building plans do not show suspended ceilings used to separate conditioned space from unconditioned space. No exceptions permitted. 4. Recessed Light Fixtures (Section 1312.1.2.2) 4 Complies. The building plans do not show recessed light fixtures installed in ceilings separating conditioned spaces from unconditioned spaces. ❑ Exception. The building plans require that fixtures installed in direct contact with insulation . be insulation coverage (IC) rated. The plans/specs show compliance in the following locations: ,' `i*i1 4. 1 . • 5. Moisture Control (Section 1312.1.4) ❑ Complies. A one -perm vapor retarder is installed on the warm side (in winter) of all exterior • floors,.walls and ceilings, and a ground cover installed in the crawl space of both new and existing buildings where insulation is installed. The plans /specs show compliance in the following locations: SFt,T I. P+-t - - r ttrn Hot5h QOM T 4.1 _ o Exception. All new or altered building envelope components do not comply with the vapor retarder requirements of the code, but qualify for an exception. Note applicable exception. Section 1312.1.4, Exception: ❑ -1 ❑ -2 Portions of the building that comply: . Climate 6. Climate Zones Zones Iii Zone 1 - A building site is in Climate Zone 1 if its elevation is less than 3000 feet above sea level and it is in one of the following counties: Benton, Columbia, Clackamas, Clatsop, `�� Coos, Curry, Douglas, Jackson, Josephine, Lane, Lincoln, Linn, Marion, Multnomah, Polk, �� Vii ?, • . T illamook, Yamhill, or Washington • ❑ Zone 2 - Building sites not in Zone 1, or where construction site elevation is 3000 feet or 0 higher in Zone 1, are in Zone 2. 3 -1 • Compliance with OSSC, effective 01/01/05 Form 3b Project Name: 1 ' 1 A - 1 `! - )rOhlAGtl+�jl Pa + • • PRESCRIPTIVE PATH ' • Part 1 of 4 CLIMATE Zone 0-1 or ❑ -2 (select one) Exterior Wall Window Area Area Glazing Maximum Glazing (total rough frame ft2) (gross ft2) % Fraction Complies • Glazing Conditioned G " Percent Space (" Z. 5 + / !boil- X 100 = ' or 4/ • I , Calc- v � � Semi - elation Conditioned + X 100 = Space See instruction section for a Conditioned • discussion of • glazing percent Mechanical + X 100 = • calculation. Penthouse • • • • • Windows - Window • Max Minimum Window Shading Minimum • From Work- (from worksheet 3d) U-Factor Assembly (from Worksheet 3d) Coefficient Assembly sheet 3d, place the highest WA 11/ . IS ❑ • Overall Window li C l V U -aue Complies KK� U- factor and V� /� SC Complies highest Center- Required ,ate_ 6 tAZf'GP 0' . of -Glass SC. Or Minimum /1/412/ oN f9L E.P AGE Required Minimum check minimum • Assembly (Fixed 1.' W e. GAAf &N6q Assembly assembyand 'Windows) m l2h'Ipl. B A.r. plume, • y identify window. Required Mini- mum.Assembly. G '(Operable' MAX. LI x-0 Windows and 1' . Curtainwall) The plans /specs show window compliance in the following locations: I �Ftl.., rt 1 r t Mu )- 44 'r CrODP. $orZ.s s 1•M 1 3.1 Notes t 'From Worksheet 3d, place the highest Overall Window U- factor or check (Minimum Assembly). See'Wndow Requirements' in table on the • following page for specific MA requirements. Excel version will automatically insert minimum assembly requirements or greatest U -value from Z From Worksheet 3d, place the highest "center-of-glass" shading coefficient (SC) for glass or check MA (Minimum Assembly). See "Window Require- ments' in following table for specific MA requirements. Excel version will automatically insert minimum assembly requirements or greatest • SC from Worksheet 3d. Shading Coefficient (SC) can be calculated from Solar Heat Gain Coefficient using the equation: SC = SHGC + 0.87. Manufacturers data may also be used to document SC. Walls R -Value Wall / Insulation Type Insulation Only U-Factor See instructions WOGb 'PM"111`.161 •W/ for a discussion It)• Z 1 or of wall require- or ments. or or or or B elow- R -Value Grade Walls Insulation Only U-Factor See instructions Below-Grade Walls (Min. R -7.5) (Max. 0.11) )� for a discussion of I I'D BE IN4U6 4 VLrriol1 T • T •, I or I I f � ` requirements, y it i -1+ ° . �' Notes 3 Submit Worksheet 3a for each calculated assembly U- facto 3 -2 Compliance with OSSC, effective 01/01/05 Form 3b Project Name: HP0246 "• t alONA6+iL.4 Page: 5 PRESCRIPTIVE PATH Part 2 of 4 . Code Requirements - Zone 1 Discussion of these requirements In the instruction section. ZONE 1 Wall Requirements Window Recuirements max. Max. Glazing R -Value Max. U- Shading Fraction Wall / Insulation Type Insulation Only U- Factor Factor Coefficient Up to 15% CMU 'Masonry w/integral loose fill insulation N/ o r 0.300 . Masonry or concrete w /cont. exterior insulation 1.4 or 0.300 0.540 0.57 CMU Masonry w/integral rigid fill insulation N/A or 0.210 Masonry or concrete w/•interior insulation 11 or 0.130 Up to 30% Masonry or concrete w /cont. exterior insulation 2.8 or 0.210 0540 0.57 Frame (woo or 13 or 0,130 Other Tprovide short description) . 13 or 0.130 • CMU Masonry w/integral rigid fill insulation N/A or 0.210 Masonry or concrete wlnterior insulation 11 or 0.130 • Up to 40% Masonry or concrete w /cont..exterior insulation 2.8 or 0.210 0.370 0 a510 Frame' (wood or metal framing) 13 or 0.130 Other (provide short description) 13 or 0.130 Code Requirements - Zone 2 Discussion of these requirements in the instruction section. ZONE 2 Wall Requirements Window Recuirements Wall / Insulation Type - _ Max. Max. Glazing R -Value U- Factor Max. U Shading Fraction Insulation Only Factor ?fficient Up to 15% CMU 'Masonry w/integral loose f insulation N/A or 0,300 11 11 Masonry or concrete w /cont. exterior insulation 1.8 or 0.270 0 0.57 CMU Masonry w/integral rigid fill insulation N/A or 0.160 Masonry or concrete w/interior insulation 13 or 0.090 Up to 25% Masonry or concrete w /cont. exterior insulation 4.3 or 0.160 0.500" 0.57" Frame (wood or metal framing) 19 or 0.090 Other (provide short description) 19 or 0.090 • CMU Masonry w/integral rigid fill insulation N/A or 0.160 Masonry or concrete wlnterior insulation 13 or 0.090 Up to 33% Masonry or concrete w /cont. exterior insulation 4.3 or 0.160 0.370 0.43 Frame (wood or metal framing) 19 or 0.090 Other (provide short description) 19 or 0.030 Notes 4 The Simplified Trade -off Approach must be used if glazing fraction exceeds allowable percentages. 5 Minimum weight of masonry and concrete walls = 45 Iblft2 of wall face area 6 All cores to be filled. At least 50% of cores must be filled with vermiculite or equivalent fill insulation. 7 Prescriptive MA (Minimum Assembly) - For Fixed Windows: double -glazed window with a 0.5 inch air space, low-e coating and aluminum frame. MA shading coefficient description is a tinted outboard pane of glass. For Operable Windows or Curtalnwall: double -glazed window with a 0.5 inch air space, low-e coating and thermally broken frame. MA shading coefficient description is a tinted outboard pane d glass. ° All cores except bond beams must contain rigid insulation inserts approved for use in reinforced masonry walls 9 Batt insulation installed in metal or wood frame walls shall be insulated to the full depth of the cavity, up to 6 inches in depth. 10 Prescriptive MA (Minimum Assembly) - For Fixed Windows: double -glazed window with a 0.5 inch argon filled space, low -e coating (e <= 0.05) and thermal break frame. For Operable Windows or Curtainwall: only use Max U- Factor. MA shading coefficient description is a 0.25- inch thick glass with low-e coating (e <= 0.05) with a tinted outboard pane. of 11 Prescriptive MA (Minimum Assembly) - For Fixed Windows: double -glazed window with a 0.5 inch air space, low-e coating and aluminum .: ,..'4;..::; ' F frame. For Operable Windows or Curtainwall: double -glazed window with a 0.5 inch air space, low -e coating (e <= 0.1) and thermally 4 .i i broken frame. MA maximum shading coefficient description is a tinted outboard r : cc .: , g pane of glass. _„y 12 Prescriptive MA (Minimum Assembly) - For Fixed Windows, a double -glazed window with a 0.5 inch argon filled space, low-e coating (e <= •y'' 0.05) and thermal break frame. For Operable Windows or Curtalnwall, only use Max U- Factor. MA shading coefficient description is a 0.25 - inch thick glass with low-e coating (e <= 0.05). 3-3 Compliance with OSSC, effective 01i01A5 • Form 3b Project Name: HAW -45 'IGMt7NA(a,L,1ri Pagel (0 . PRESCRIPTIVE PATH Part 3 of 4 Roofs/ R -Value Insulation Only U C ns Roof / Ceiling (Min. R -19) (Max. 0.050) for a dicussion of rig USS E5 14/ 1 V 1 '' 3 6 or roofs/ceilings. Notes 11 Write -in a short description for assembly with the lowest insulation R -value or the highest assembly U- factor. 12 Submit Worksheet 3b for each calculated roof /ceiling assembly U- factor. Skylight Area Roof Area Skylight Maximum Skyl' 1 .tai rough frame ft2) (gross ft2) % 77 Fractio , , 'plies Skylights Conditioned ''m Includes glazed Space + X 100 = .....Mil • smoke vents. • V7 Semi - See instructions Conditioned f 1W or a dicussion of X 100 _ • + skylights. Spac Conditioned Mechanical + X 100 = Ell Penthouse Skylight Area Roof/Ceding Area Skylight — (total rough (gross ft2) Percent frame ft2) Skylights Skylights Max Minimum Shadin From Worksheet 1 , Skylights 9 Minimum 3d, place highest (from worksheet 3d) U-Factor Assembly Skylights Assembly 3d) Coefficient Assembly Overall Vertical 0 O Window U-factor and highest U - Value Complies SC Complies Center - of - Glass SC. Required Minimum Required Minimum Assembly Assembly The plans/specs show window compliance in the following locations: Code Compliance Thermal Performance Shading Coefficient Option Overall Vertical U Factor Center of Glass SC Require- Performance U -1.230 for overall assembly in overhead plane SC -0.47 center -of-glass meets Min. Assembly (MA) Double glazed, 0.5 -inch airspace N/A Notes 13 Skylight percentage area is based on total skylight and smoke vent rough frame area divided by total conditioned roof area. Percentage must not exceed 6 percent of total roof /ceiling area in conditioned building space. The Simplified Trade-off Approach must be used if glazing fraction exceeds allowable percentages. t 14 From Worksheet 3d, place the highest Overall Vertical U -factor or write -in MA (Minimum Assembly). See "Skylight Requirements" in table above for specific MA requirements. 15 From Worksheet 3e, place the highest "center -of- glass" shading coefficient (SC) for glass. See "Skylight Requirements" in table above for specific MA requirements. Shading Coefficient (SC) can be calculated from the Solar Heat Gain Coefficient using the equation: SC = SHGC ` 0.87. Manufacturers data may also be used to document SC. s v, C 41z'„ -, a 3-4 Compliance with OSSC. effective 01/01/05 • Form 3b Project Name: ZZVS- 'F'IGh1oNaG,l,F Page:I '7 PRESCRIPTIVE PATH Part 4 of 4 Floors See instructions R for a dicussion Floors over Unconditioned Spaces Insulation Only U-Factor of floors. • J O � � i W B1't o b r — !i' I or I R-Value Heated Concrete Slab Edge Insulation Only Heated Slab -on -Grade (Section 1312.1.2.4) ❑ Complies. Building plans show insulation extending downward from the top of the slab a minimum distance of 24 inches or downward and under the slab for a combined minimum distance of 24 inches or to the bottom of the thickened edge of the of slabs used as a foundation. The plans /specs show compliance in the following locations: Notes 16 Write -in a shod description for assembly with the lowest insulation R -value or the highest assembly U- factor. 17 Submit Kbrtaheet 3c for each calculated floor assembly U- factor. to (Mite -in a short description for Heated Slab, which has heat, integrated into slab such as hydronic heat If more than one floor type, enter the lowest insulation R -value or the highest component U -factor of any floor. Code Compliance Option s ' Require- Min. R-Value Max U- Component Insulation Only Factor meats Floor over Unconditioned Spaces I 11 I Of I 0.070 C1lmate • Climate Component, Zone 1 - Zone 2 Heated Concrete Slab Edge,, Min. R-Value 7.5 I or I 10.0 Doors U-Factor See instructions is R Center-of- for a dicussion of Doors Insulation Only Panel doors opaque, with leaf width greater than 4' (Min. R - 5) (Max. 0.20) or Notes is vane -in a snort aescnptlon for UOors. 0 more man one door type, enter me rawest insulation K - value or me nignest center-or- panel U -factor of any door. The following doors are exempt from door and window U -factor and shading coefficient recuirement } 3-5 Compliance with OSSC, effective 01/01■05 Worksheet 3d Project Name:1 1-tAptal 6 i NI WO NACOS. Pager Window Schedule Window Properties - List All Window Types In Project (a) (b) - (c) (d) - (e) (0 (g) (h) (I) - () a) Manufact- Glass Center of Overall Center Documentation urees Model! Window Frame Thick- Glass Window of Glass Name Source No. Type/Class Type Glass Tint ness Other (a panes, alr s ace, a on, low E) U- factor U- factor SC IX �1� • nH$nu T t be.. Gwh v 0.5r 0,47 N/A PI p�U+M. ►'�✓1'. Y� /S t a.tzv,or~ w/ 1.014 E. aakr N - oFEF -M5t h61-1 E^e.... 4 bit.. GIr1./tZ W /D.5 ,� b r�F �r Wile - 1 PkE;L+M.v�!r,g Yr:, 2 /S Arm P11.4/CO SPA14. 0.52. t) /IAW GoArflbr s rogi SAN r AS t2hL ' >'�5 '/ bp, . emit Lori 14/0,y. n,u WA' PI Pft;uMr t.P� ►4 r -tu.fa gyp, 0 .51 04/ 1,0W 0 0 Column Instructions (a) Enter the name of the window product. it Is recommended that you choose a name that corresponds with that used on project plans and specifications. (b) Provide documentation source. Write -In "NFRC' if window is rated through NFRC 100 -97 Procedure for Determining Fenestration Product Thermal Performance. Enter all columns except (i). Write-In "ASHRAE Default W /Mfg COG' if Center -of -Glass U- factor and Shading Coefficient is available from glass manufacturer. Enter all columns. Columns (I) and (k) from manufacturer's data sheet. Write -in ' ASHRAE Default" if only descriptive parameters of window are known. Enter all columns. Columns (I), (J), and (k) from ASHRAE default table. (c) if Document Source Is either 'NFRC" or 'ASHRAE Default W /Mfg COG,' enter the manufacturer's model number. (d) Choices are Fixed, Operable, or Curtain Wall. (e) Choices are wood, vinyl, reinforced vinyl, aluminum clad, insulated fiberglass, aluminum, aluminium w /thermal break (see definitions for thermal break requirements.) (I) Enter glass tint. Write ''clear if there Is no tint. (g) Enter glass thickness (h) include window properties such as argon fill, low-e coating, Insulating spacers, etc. (I) COG U- factor from manufacture's data or ASHRAE 2001 Fundamentals Handbook, Chapter 30, Table 4. For NFRC rated products leave blank. 0-`�,, . (j) Overall U- factor from NFRC rating orASHRAE 2001 Fundamentals Handbook, Chapter 30, Table 4. For skylights value must be for horizontal position. : (k) COG Shading Coefficient from manufacture's data or ASHRAE 2001 Fundamentals Handbook, Chapter 30, Table 4. For NFRC rated products SHGC Is provided. ' To convert SHGC to SC. SC = SHGC/0.87. `:�4� 3-9 Compliance with OSSC. efedve 01/01105 Project: Page: . Ni c�Ii Client: By. ENGINEERING, INC. Job No.: . Date: . HUOY SCHEDULE . SIMPSON POST POD HOEDOWN ANCHORS MARK (LBS) HOEDOWN FASTENERS EA. 9DE BOLT 0 ANCH MIN. MIN. EMBEDMENT FOR BOLTS EMBED. EPDXIED ANCHORS A NO HOLDOWN / 0 REQUIRED e 4350 MST148 48 - 10d (2) 2 x 6 © 5080 MS1160 60 - 10d (2) 2 x 6 e 6420 MST72 56 - 16d (2) 2 x 6 e 1225 PAHD42 12 - 16d (2) 2 x 6 e 1750 HPAHD22 16 - 16d (2) 2 x 6 0 2455 HPAHD22 -2P 16 - 16d (2) 2 x 6 9 3610 PHD2 -SDS3 10 - SDS 1/4" SCREWS 3" (2) 2 x 6 5/8 "0 SSTB16 13" 12" EMBEDMENT e 4685 PHD5 -SDS3 WOOD - SDS 1/4" V" x 3" (2) 2 x 6 5/8 "0 SSTB24 21" N/A e 5860 PHD6 -SDS3 WOOD - SDS 1//S4" x 3" (2) 2 x 6 7/8 "0 SSTB28 25" 15" EMBEDMENT 10 6730 PHD8 -SDS3 WOOD - DS 1/4" x 3" (2) 2 x 6 7/8 "0 SSTB28 25" N/A 11 2775 HD2A (2) 5/8 "0 M.B. (2) 2 x 6 5/8 "0 SSTB16 13" 10" EMBEDMENT 12 3705 HD5A (2) 3/4 "0 M.B. (2) 2 x 6 7/8 "0 SSTB16 13" 12" EMBEDMENT e 5100 HD6A (2) 7/8 "0 M.B. 4 x 6 7/8 "0 SSTB28 25" 15" EMBEDMENT e 7460 HD8A (3) 7/8 "b M.B. 4 x 6 7/8 "0 SSTB28 25" N/A 15 9540 HD10A (4) 7/8 ". M.B. 4 x 6 7/8 "0 SSTB28 25" N/A 16 11080 HD14A (4) 1 "4 M.B. 4 x 6 1 "0 W WASHER -THREAD 24" N/A e 13380 HD14A (4) 1 ", M.B. 6 x 6 1 " WLL- THREAD / WASHER 24" N/A 1 W/ e 15305 HD15 (5) 1 "4 M.B. 6 x 6 1 1/4 "0 ALL-THREAD - 24" N/A / WASHER 19 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 820 -2088 Fax (603) 884 -3836 00- 00 -001 ? 00 -00 -8 1 _ ' N ti lam 0 ® i All i i . Am, 1 .00_00_ 1 I - �� I � o mli , 4E11 0 I M m = �. c. _IQ_ �~—, 'I cz, 0 N il_ r _ Ili-// ,� ., Jr N 1 - oo -oo -e N 1 1 00- 00 -00) L56711 NOI10f HISN00 HW l ' v -- :ae : ea ' c ME -2;A; Oti 0 „ZO /0 t S (Al �> • . 6740e u Ste'OSST • c < `. City of Tigard o r - . �o� . . A L : 0 e • Plans r te iy B :ESL&• D t 1 ©1f�C . B 7 _ a e ��`� OFFICE COPY Q OUP �-06�3 opyright (c) CompuTrus Inc. I VIII II I II IIII CompuTrus Inc. This design prepared from computer input by 111111101111111110110011111111111111111 PACIFIC LUMBER / JR Trans ID: 222147 LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' Design conforms to main windforce - resisting , LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. SIZE SPECIE GRADE PANEL(S) SPACED 24.0' O.C. TOP CHORDS: Wind: 110 mph, h =15ft, TCDL= 4.2,BCOL =6.0, ASCE 7 -02, 2x 6 DF b2 • 1- 3 LOADING Enclosed, Cat.2, Exp.B, MWFRS, BOTTOM CHORDS: LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor =1.33 DL ON BOTTOM CHORD = 10.0 PSF 2x 4 DF #18BTR 1 TOTAL LOAD = 42.0 PSF TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 12'0C. UON. • 12 5.00 V -V Lo PROVIDE SUPPORT N C- 2.5x4.3 c �� ?EO PROFF • c c., �G►NF�. ` S A O � , OREGON (7,3 J 1 :,-. N v 0 a / R 6. Io11r T R. CP J l y y I EXPIRES 12/31/07 I 2-10-00 A-09-00 1 02 11 C 44, 0 , WAS4l4 , o Scale: 1 /2' �� O , 4 JOB NAME: 4957 DM NH CONST 100X37 -6 - D- OR -OR3 r �_. WARNINGS: General Notes, unless otherwise noted: h 1. Read all General Notes and Warnings before construction of trusses. 1. Design to support loads as shown. '/;''. 2. evader and erection contractor should be advised of an General Notes and 2. Deal assumes the top and bottom chords to be laterally braced at FILE NO.: 0-OR -0R3 Warnings before construction commences. 2 o.c. and gt 10' o.c. res ly unless braced throughout their ,Wad ,.... installed 7. 2x4 compression web bracing must be installed where shown +, len by continuous sheathir .. t r • ; - 4. All lateral force resisting elements such as temporary and permanent bracing, 3 2x mpebl b fp or lateral bracing required where shown + + • DATE: 10/15/2007 must be designed and provided by designer of complete structure. 5. D as of e s r is the are to o be sri d • tae on costive contractor. - • 17 g 5. Design assumes trusses ere o be us8d I n non-corrosive environment - I CompuTnrs assumes no responsibility for such bracing. - and are for "dry condition' of use. . ' S. No load should be appled to any component until alter an bracing and 6. Design assumes Nil bearing at all supports shown. Shim or wedge if DES. BY: BC fasteners are complete, and at no time should a b any loads greater than design 7. Design adequate drainage is necessary. a5 rovided. ) / / k • y � v,'�IALVr • • loads be applied to any component. 8. Plates shall be lo on both faces of truss, and placed so their center /{7 ! f ! 0 SE0.: 3663269 6 bmppuTnisn� control shipment over and assumes noresponsibilityyfor lines coincide with joint center lines. " rag, m and installation of components. 9. Digits indicate size of plate In Indies. 7. This design is furnished subject to the limitations on truss designs set forth 10. For bask desiigq_n values of the CompuTrus Plate, Indicated by the prefix M c I flo -s u po nIr eque in BCS11a] copies of which will be furnished 11. T Th h e Com uTru4 Nett Section Plate is indicated by the arefor'CN' the i l EXPIRES 6/10109 designator (18) indicates 18 ga. material is used. All others are 2b ga. • r IIIIIIIIIIIIIII CompuTrus Inc. This design prepared from computer input by 11111111111111111111111111111111111111111111 , PACIFIC LUMBER / JR Trans ID: 222147 7,3.1Tf1L1-E LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0° Design conforms to main windforce- resisting LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. SIZE SPECIE GRADE PANEL(S) SPACED 24.0' O.C. TOP CHORDS: Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7-02, 2x 6 OF #2 1. 2 LOADING Enclosed, Cat.2, Exp.B, MWFRS, BOTTOM CHORDS: LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor =1.33 2x 4 DF p18BTR 1 DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 12'OC. UON. • 1 -11 -11 1' f 12 5.00 V -/ in '7)-4- (i 2.5X4' 3 PROVIDE SUPPORT. co U3 ANCHOR TO RESIST UPLIFT. T PR • OREGON g 1 m J . lir '` v y y y Ni/r/ T R. eP 2 -10 -00 2 -00 -00 I. EXPIRES 12/31/07 j , g . C4 . . o f wAs • JOB NAME: DM MH CONST 100X37-6 - D- OR -HP1 '. V „ O A , r WARNINGS: General Notes, unless otherwise noted: y 1. Read at General Notes and Warnings before construction of trusses. 1. Design to support loads es shown. , 2. Builder and erection contractor should be advised of all General Notes and 2. Deslagnn assumes the top and bottom chords to be laterally braced at FILE NO.: D - OR - H P 1 Warnings before construction commences. 2.O o.c. and at 1G o.c. rrspectively unless braced throughout then 3. 2x4 compression web bracing must be Installed where shown*. lengGtth continuous sheathing l 11,..':+7. All lateral force resisting elements such as temporary and permanent bnehhg, 3 2x Fm Mldoing or lateral bracing required where shown + + 4. 4. Instal 'on of truss is the responsibility of the respective contractor. 17 DATE: 10/15/2007 must be designed and provided by designer of complete structure. 5. Design assumes trusses are o[ be usM In a noncorrosive environment, Coutru mps assumes no responsibility for such bracing. and are for "dry condition" of use ��: S. No load should be applied to any component until after an bracing and 6. Design assumes full bearing at ail supports shown. Shim or wedge If - DES. BY: BC fasteners are complete, and at no time should any bads greater than design i rate e ery IOL loads be applied to any component. 7. Desip hall b es adequate drainage is rovided. ! (I D : - 6. CompuTrus has no control over and assumes no responsibthly for the B. Plate 8. shall be located on both faces O7 and placed s0 their center /Q_ / , SEQ.: 3663270 fabrication, handgng, shipment and installation of components. 9. Dig es c with size joint plate a i nrche. sidesi desig�nrh Innches. 7. Thle le ren dasipn Irlelrad subject m the limitations limitations tru elo on es designs sat tole 1 G. For basic values p es of the CompuTnn Plate. Indicated by the prefix by TPI in hits -01 or TPINYrCA in BC811 -01 copies of which will be furnished "C", The com NeR §ect by CompuTraa upon request. 11. is indicated by the prefix "CI • the � EXPIRES 6/ 10/09 designator (18) indicates 18 ga. materiel use All others are 2b ga. • IIIIIIIIIIIIIII CompuTrus Inc. This design prepared from computer input by IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII ' PACIFIC LUMBER / JR Trans ID: 221866 7.3.1Tf1L1-E LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' LOAD DURATION INCREASE = 1.15 SIZE SPECIE GRADE PANEL(S) SPACED 24.0' O.C. TOP CHORDS: 2x 6 DF 82 1- 2 LOADING BOTTOM CHORDS: LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF 2x 4 DF 818BTR 1 TOTAL LOAD = 42.0 PSF TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 12'OC. UON. • 7-11-11 Design conforms to main windforce- resisting T I system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7.02, 12 Enclosed, Cat.2, Exp.B, MWFRS, 5.0 0 1/ interior zone, load duration factor =1.33 f SUPPORT TOP to CHORD rn 0 . c%4 o li � Q; >r0 PROFF o � �,� �� G INE .p s`S /0 C- 2.5x4.3 PRop • MIM �f J T ' 0A'ER -6 g- 6 , J- y t 2-10-00 8 -00 -00 1 EXPIRE - 12/31,071 : a Re C� Of WAS O JOB NAME: DM MH CONST 100X37 -6 - D- OR -OR4 ,, �� C C r • a' ∎. WARNINGS: General Notes, unless otherwise noted: H 1. Read all General Notes and Warnings before construction of trusses. 1. Design to support loads as shown. 2. Builder and erection contractor should be advised of all General Notes and 2. DesiGn assumes the top and bottom chords to be laterally braced at FILE NO.: D -OR - 0R4 Warnings before constmcton commences. - O" o.c. and pt 1O o.c. rQS actively unless braced throughout their :.I .,'.:: 3. zs4 compression slab blueing must be Installed where shown •. en�1 by continuous 4heathuna.. l r: • : +-. 4. All lateral force resisting elnsnb such as temporary'end permanent bracing, 3 2x rmped bridging 18t8ral DrBOing it f d where shown + + g 4. Installation of buss is s the responsibility o o1 the respective contractor. A 17778 DATE: 10/11/2007 must be designed and provided by designer of complete structure. 5. Design assumes trusses are to be u0d in a noncorrosive environment, .p CompuTrus assumes no responsibility for such bracing. and are for "dry condition' of use: - . • I. 5. No load should be applied to any component until after all bracing and 6. Design assumes full bearing at all supports shown. Shim or wedge if y - - - DES. BY: BB fasteners are complete, and at no time should any loads greater than design �GSSen tes k 7. p Pla assumes adeouat� b drainage is provided. loads be applied to any component. ..vrtAs.: . B. CompuTw has r to control over and assumes no responsibility for the 8 Plates shall be located an oth faces of truss, end placed so their center /O / / / i 0 „ SEQ.: 3659974 fabrication, handling, shipment and Installation 9 li n of components. D i g it eindiceae size with Joint plate a Inn n i nche. values p 7. Thb la Ina R I TCA In to s o cs desibes oat s d 10. For For b sicid bask dedesign 411 of the Com e S 52rus Plate, indicated by the prefix f by TPI In la 19 or r TPYNRCA b SCSI 51 1 -07 43 copies of f which will be furnished see R 4211 / Section ESe R - 2 Is indicated L EXPIRES 611W09 by CempuTrue 7res upon request. 11. Th C puT Net Section Plate is indicated by the prefer "CN' the designator atOr (18) us (18) Indicates 18 ga. material Is used All others are 2b ga. 111E11111111 CompuTrus Inc. This design prepared from computer input by 111111101111111111111111101111111111 PACIFIC LUMBER / JR Trans ID: 221866 7.3.1Tf1L1 -E LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' • LOAD DURATION INCREASE = 1.15 SIZE SPECIE GRADE PANEL(S) SPACED 24.0' 0.C. TOP CHORDS: 2x 6 OF #2 1- 2 LOADING BOTTOM CHORDS: LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 2x 4 OF #18BTR 1 DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF • TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 12'0C. UON. Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -02, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.33 1 -11 -11 f •f 12 5.00 . . U, o \ c V PROFe. o �— SUPPORT TOP • � ss ► CHORD �•� � GINE �. 0 �' • C- 2.5x4.3 ANCHOR FOR r� e UPLIFT il4et �, OREGON �ti°' J , OaE R6' �0 I 1- 1- /0111. 1 1 tR.CPS 2 2 - 00 - 00 a EXPIRES 12/31107 ,c.g C� JOB DM MH CONST 100X37-6 - D- OR -HP1 .� �� CC) 0 WARNINGS: General Notes, unless otherwise noted: f `ti Z r V1 1. Read all General Notes and Warnings before construction of trusses. 1. Design to support loads as shown. . ' 2. Builder and erection contractor should be advised of all General Notes and 2. Desl assumes the top and bottom chords to be laterally braced at .• 'a > ', FILE NO.: D -OR -HP 1 Warnings before construction convnences. 2 and lit 10'-0" o.c. res y unless braced throughout their :: �;`, :•` 3. 224 compression web bracing must be Installed wham shown C. length by continuous sheathin 4. AU lateral farce resisting elements such as temporary and permanent for cing, 3 2x Iompact brldimg or lateral bracing required where shown r 4. Installation of 6usr is the responsibility of the respective contractor. 177'fg DATE: 10/11/2007 must be designed and provided by designer of complete structure. 5. Design assumes trusses are to be used in a non-corrosive environment, i4 Convenes assumes no responsibility for such bracing. and are for dry condition" of use. �.: 5. No toad should be applied to any component until after as bracing and 6. Design assumes full bearing at all supports shown. Shim or wedge if DES. BY: BB fasteners are complete, and at no time should any loads greater than design pecesca esh �k loads fasteners be applied are complete, to any c at no ti Dl�p as sumes adequate drainage in provided. J a V1YJ�Y 7. IL CompuTw has no control over and assumes no respommlay for the 8. Plates shall be located on both faces o1 truss, and placed so their center /0! Ili" 0 , .. lines coincide with joint center lines. 5E0.: 3659975 fabrication, handling, shipment and Installation of components. 9. Digits Indicate size of plate in inches. 7. This design Is furnished subject to the limitations on truss designs set forth 10. For basic desigpn values of the r,ompuTius Plate, indicated by the prefix by TM in 1IS-91 or TPIMRCA In SCSI 1 -07 copies of which will be furnished C. see ICBC'RR 4211 / ICC ESR - 2529. I EXPIRES 6110/09 by CempuTms upon request 11. The CompuTrus Ngt Section Plate is indicated by the prefix "CN" the designator (18) Indicates 18 ga. material is used All others are 2b ga. 11111111111111 CompuTrus Inc. This design prepared from computer input by I VIII' VIII VIII VIII VIII VIII VIII IIII IIII ' PACIFIC LUMBER / JR Trans ID: 221866 7.3.1T(1L1 -E LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' • LOAD DURATION INCREASE = 1.15 • SIZE SPECIE GRADE PANEL(S) SPACED 24.0' O.C. TOP CHORDS: LOADING • 2x 6 DF 62 1- 2 LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BOTTOM CHORDS: DL ON BOTTOM CHORD = 10.0 PSF 2x 4 OF 618BTR 1 • TOTAL LOAD = 42.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL <= 12'OC. UON. • 7-11-11 Design conforms to main windforce - resisting q . system and components and cladding criteria. 12 _, Wind: 110 mph, h =15ft, TCDL =4.2,BCDL =6.0, ASCE 7.02, Enclosed, Cat.2, Exp.B, MWFRS, . 5.001--- interior zone, load duration factor =1.33 • SUPPORT TOP rte CHORD rn 0 c%) a s p PROp - c � S si c ► 1::1::::::::;;;:7!1'' � � C- 2.5x4.3 IoiNIo '' R- CP 2 - 10 - 00 8 - 00 - 00 t EXPIRES 12/31107 a Scale: 1/2' CI • JOB NAME: 4957 DM MH CONST 100X37 -6 - A- OR -0R4 •;,C„1 A' �_; ok r WARNINGS: General Notes, unless otherwise noted: h 1. Read all General Notes and Warnings before construction of trusses. 1. Design to support loads as shown. 2. Builder and erection contractor should be advised of ea General Notes and 2. Design assumes the top and bottom chords to be laterally braced at . 'c'. j , FILE NO.: A -OR -0R4 Warnings baron construction commences. 2p.0 -o.c. and at 10••0 oo.c. respectively unless braced throughout their '..10' ; :. 3. 2x4 compression w n deb bracing must M installed whore should +. lengptt�h by continuous sheathing. ' J el- 4. All lateral force resisting elements such as temporary and permanent bracing, 3. 2x r alt bridgin or lateral bracing required where shown + + DATE: 10/11/2007 must be designed and provided by designer of complete structure. 4. Inss on of Cnu be s is the respo ute of the respective contractor. 5. and a assumes are to , us d in a non-corrosive environment, 17778 CompuTnis no responsibility for such bracing. erect ere for r "dry on condition': of use, - I : load S. No ad should be applied to any component until after all bracing and 6. Design assumes full bearing at all supports shown. Shim or wedge If - . ,� • DES. BY: BB fasteners we complete, and at no time should any roads greater than design ni SafY. nags Is rovided. k •lOr1A1. loads be applied to any component 7. pas lire aS es adequate drai p B. CompuTrus has no centre) over and assumes no responsibility for the 8 Plates shall all be be located on both faces of truss, and placed so their center /0/11/0 : • .. SEQ.: 3659976 fabrication, handling, shipment and installation of components. 9 . Dig Digits it e with joint size of pl ate te inn Inncche. ' - hes. f 7. This design ddesign Is n furnished subject to the limitations on truss designs set forth 10. For basic dash values of the CompuTrus Plate, indicated by the prefix r� by TPI in NIB-111 WV l or TPTCA In SCSI 1 -07 copies of which will be furnished C. see ICBO - RR 4211/ ICC ESR - 2529. EXPIRES 6110109 by CompuTrus upon request 11. The CompuTrus Net Section Plate is indicated by the prefix - CM the designator (18) Indicates 18 ga. material is used All others are 2b ge. IIIIIIIIIIIIIII CompuTrus Inc. This design prepared from computer input by IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII PACIFIC LUMBER / JR Trans ID: 221866 LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' LOAD DURATION INCREASE = 1.15 SIZE SPECIE GRADE PANEL(S) SPACED 24.0' 0.C. TOP CHORDS: LOADING 2x 6 DF q2 1. 2 LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BOTTOM CHORDS: DL ON BOTTOM CHORD = 10.0 PSF . 2x 4 DF d18BTR 1 TOTAL LOAD = 42.0 PSF TO LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 12'OC. UON. • • Design conforms to main windforce - resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL =4.2,BCDL =6.0, ASCE 7-02, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.33 1 -11 -1 T 1' 12 5.00L- in 0 il . o ��0PROp m- SUPPORT TOP '� `s ` '_• CHORD � C-2.5x4.3 ANCHOR FOR 741( UPLIFT ` @ ' Qv • y y 3, /0//1/0 R- CP�'' 2 -10 -00 2 -00 -00 I EXPIRES 12/31/07 j p1i IN TO . JOB I NAME : DM MH CONST 100X37 -6 - A- OR -HP1 � � A ' WARNINGS: • General Notes, unless otherwise noted: col 1. Read all General Notes and Warnings before construction of trusses. 1. Design to support loads as shown. . ..y.,,1,."' ,. 2. Builder and emotion contractor should be advised of all General Notes and 2. Des assumes the top and bottom chords to be laterally braced at - ;. r;r FILE NO.: A- OR - HP 1 • Warnings before construction commences. '-0" - o.c. and at 1o'-0" o.c. res ectivety unless Braced throughout their � - - 3. 2x4 compression web bracing must be installed where shown*. anp1� by continuous sheathlllg r r. •,, 4. All lateral larce resisting elements such es temporety end permanent bracing. s 3. zx fmpa& o or lateral orating required where shown • + m ust b e designed and provi by designer of complete structure. Design 1 s Is t a pon s�y of tae o Coe - k 17778 DATE: 10/11/2007 5. Design ign as Of assumes trusses s erere to be e us8d in a mn c s enn vironiron I� ment, �. el CompuTrus assumes no responsibility for such bracing. and are for "dry condition" of use. I: Aviv 5. No load should be applied to any component until alter all bracing and 6. Design assumes full bearing at all supports shown. Shim or wedge if a DES. BY: BB fasteners are complete, and at no On should any loads greater than design [1eC rr J�� loads be applied to any component. 7. P es adequate drainage Is provided. k sviY/1,Y C. CompuTno has no control war and immerses no responsibility for the 8 Plates shall all b b e located on both fades of truss, and placed so their center /0///lo SEQ.: 3659977 fabrication, handling, shipment and Installation of components. 9. Di Digits s . git endat size with joint pla te te center in I nche. e basic ce u ches. 7. Thu design tI& TP subject . unite lee odesib set forth 10. For basic dealgn values of the 52rus Plate, Indicated by the prefix I 6(1 a0g 1 by TPI In 91 o o TPIM or R m S CA CSI 811 -02 copies of f which hich will tea e famished C', see ICBOl2R 4211 / ICC ESR EXPIRES by CompuTnis upon request. 11. The CompuTrus Net Section Plate is indicated the prefix "CN" the designator (18) indicates 18 ga. material is used. All others are 20 ga. IIIIIIIIIIIIIII CampuTrus Inc. This design prepared from computer input by 1111111101E11111101101111111111111 , PACIFIC LUMBER / JR Trans ID: 221866 7.3.1T(1L1 -E LUMBER SPECIFICATIONS 37 -06 -00 HIP SETBACK 8-00-00 FROM END WALL IBC 2003 2 MEMBER FORCES 4WR /GDF /Cq =1.25 TCM LOAD DURATION INCREASE = 1.15 + T 1= -8816 B 1= 8070 W 1= 2232 SIZE SPECIE GRADE PANEL(S) T 2= -8070 B 2= 11680 W 2= -4052 TOP CHORDS: LOADING T 3= -12194 B 3= 12746 W 3= 940 2x 6 DF #2 1- 7 TC UNIF LL( 50.0) +DL( 14.0)= 64.0 PLF 0'. 0.0' TO 8'- 0.0' V T 4= -12194 B 11678 W 4= -694 BOTTOM CHORDS: TC UNIF LL( 125.0) +DL( 35.0)= 160.0 PLF 8'- 0.0' TO 29'- 6.0' V T 5= -8068 B 5= 8068 W 5= -696 2x 6 DF SS 2. 4 TC UNIF LL( 50.0) +DL( 14.0)= 64.0 PLF 29'- 6.0' TO 37'- 6.0' V T 6= -8814 W 6= 942 2x 6 DF #2 1, 5 BC UNIF LL( 0.0) +DL( 50.0)= 50.0 PLF 0'- 0.0' T0 37'- 6.0' V WEBS: T 7= 0 W 7= -4054 2x 4 OF STAND 1- 8 TC CONC LL( 466.7) +DL( 130.7)= 597.3 LBS @ 8'- 0.0' W 8= 2232 TC LATERAL SUPPORT <= 12'OC. UON. TC CONC LL( 466.7) +DL( 130.7)= 597.3 LBS @ 29'- 6.0' LEFT = 3766 RIGHT = 3767 BC LATERAL SUPPORT <= 12'OC. VON. ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN BEARING AREA REQUIRED (SO. IN) nails staggered at: • BRG @ 0'- 0.0' 6.03 OF / 9.30 HF / 8.86 SPF NOTE: 1x3 BRACING AT 24'OC VON. FOR 12' oc throughout 2x6 top chords, BRG @ 37'- 6.0' 6.03 OF / 9.30 HF / 8.86 SPF ALL FLAT TOP CHORD AREAS NOT SHEATHED 12' oc throughout 2x6 bottom chords, 12' oc throughout webs. MAX LL DEFL = - 0.407' (L/1078) @ 18'- 9.0' L/240 = 1.829' OVERHANGS: 0.0' 34.0' MAX TL DEFL = - 0.673' (L /652) @ 18'• 9.0' L/180 = 2.439' Reactions: 3757 3958 MAX HORIZ. LL DEFL = 0.094' @ 37'- 0.5' MAX HORIZ. TL DEFL = 0.155' @ 37'- 0.5' Design conforms to main windforce - resisting • system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -02, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.33 Max Calculated Uplift: Left = -820 Right = -894 • 7 -11 -11 21 -06 -10 7 -11 -11 ��EO PROF T 4597.3O# 7597.30# T �� / 12 C- 7x7.7(S) 12 <i, 4 5.00( C -7x7.7 C -7x7.7 a 5.00 C -4x7.7 0.25° C -4x7.7 got �� ' EGO ,/ T T -a`° l -•oo °.°°;°°°°°° \ ° T R. G PI'' /01 /l a; CD CD -4x9.4 C -4x7.7 0.25" 0.25° C -4x7.7 C -4x9.4 I EXPIRES 12/31/07 I C- 7x7.7(S) C- 7x7.7(S) J, 37 -06 -00 1 2- 10 -00� gW S Scale: 3/16' .0 ,OF -• G1 0 JOB NAME: 4957 DM MH CONST 100X37 -6 - A '� �'�, WARNINGS: General Notes, unless otherwise noted: y - 1. Read as General Notes and Warnings before construction of trusses. 1. Design to support loads as shown. .'' 2. Builder and erection contractor should be advised of all General Notes and 2. Des�gi nassumes the top and bottom chords laterally braced e + - i FILE NO.: A Wamhsgs batons construction commences. Yy - O' o. and at 1 0'-0" O. rQspee1rvety unle to be lat brac r thto hoot thei t le corrttnuous ahea thulg. u9 � 3. Ltd compression web bracing must be Installed where shown +. ' .. r r All literal force resisting elements such as temporary and permanent bracing, 3. 2x impact ping or lateral bracing required where shown + + 4. A DATE: 10/11/2007 must be designed and provided by designer of complete structure. 5. De s i gn ass m truss is the re o be of the respective contractor. iron q 1 CompuTnu assumes no responsibility for such bra 5. Desia assumes y trusses are o ee In a noncorrosive environment, r � • po bracing. and are for' condition' of use. • . 5. No load should be applied to any component until after all bracing and 6. Design assumes full bearing at all supports shown. Shim or wedge If ,_ DES. BY: BB fasteners are complete, and at no time should any bads greater than design necessary. At bads be applied to any component 7. Design assumes adequate drainage Is 'provided. e /0////o .AO]�'11. . 6. Compurnm has no control of over end assumes no responsibility for the 8. Plates shall be located on both fetes of truss, and placed so their center , , SEQ.: 3659978 fabrication, handling, shipment and Installation of components. 9. D . Diggits s i c d icat size with joint a plate te inn in in lines. • d 7. T in w design is furnished subject to the bras on truss designs net foe 10. For basic d g values of the 5 Plate, indicated by the prefix by re I 6110109 by TPl e-0 b 1 or TPWVTCA BCSI 9f 1 -07 .03 copies of f wilt b furnished which will be furnished C. see ICBORR 4211 / ICC ESR 29. EXPIRES by CompuTn upon request. 11. desi nnato (18) Indiicatess 18 ga t materia l is � us by ed Al other arre ga. • IIIIIIIIIIIIIII CompuTrus Inc. This design prepared from computer input by IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Trans ID: 221866 PACIFIC LUMBER / JR 7.3.1T(1L1 -E LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0' IBC 2003 SINGLE MEMBER FORCES 4WR /GDF /Cq =1.25 TCM LOAD DURATION INCREASE = 1.15 T 1= -3361 B 1= 3028 W 1= 864 SIZE SPECIE GRADE PANEL(S) SPACED 24.0' O.C. T 2= 0 B 2= 4413 W 2= -1555 TOP CHORDS: T 3= -3028 B 3= 4857 W 3= 387 2x 6 DF A2 1- 9 LOADING T 4= -4625 8 4= 4412 W 4= -292 BOTTOM CHORDS: . LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF T 5= -4624 B 5= 3025 W 5= -293 2x 6 DF A2 1- 5 DL ON BOTTOM CHORD = 10.0 PSF T 6= -3025 W 6= 388 WEBS: TOTAL LOAD = 42.0 PSF 2x 4 DF STAND 1- 8 T 7= 0 W 7= -1556 T 8= -3359 W 8= 864 TC LATERAL SUPPORT <= 12'OC. UON. T 9 = 0 BC LATERAL SUPPORT <= 12'OC. UON. . LEFT = 1575 RIGHT = 1575 NOTE: 1x3 BRACING AT 24'OC UON. FOR BEARING AREA REQUIRED (SO. IN) ALL FLAT TOP CHORD AREAS NOT SHEATHED BRG @ 0'- 0.0' 2.52 DF / 3.89 HF / 3.71 SPF BRG @ 37'- 6.0' 2.52 OF / 3.89 HF / 3.71 SPF OVERHANGS: 0.0' 34.0' MAX LL DEFL = - 0.326' (L/1346) @ 18'- 9.0' L/240 = 1.829° Reactions: 1565 1766 MAX TL DEFL = - 0.548' (L /801) @ 18'- 9.0' L /180 = 2.439' MAX HORIZ. LL DEFL = 0.079' @ 37'- 0.5' MAX HORIZ. TL DEFL = 0.132' @ 37'- 0.5' Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL =4.2,BCDL =6.0, ASCE 7 -02, Enclosed, Cat.2, Exp.e, MWFRS, interior zone, load duration factor =1.33 Max Calculated Uplift: Left = -277 Right = -351 9 -11 -11 17 -06 -10 9 -11 -11 T 'f •f '' 8 -00 -00 f 8 -00 -00 f \� pRO�FSS. 12 C -7x7.7 S �:,1Ng: /� 5.00L---C-5•5x7•7 ( ) C- 5.5x7.7 X15.00 �� C- 2.5x7.7 0.25° C- 2.5x7.7 .1'.. leAr/;^ s _ �� _ + +, o T OREGON � 0) ° \ o r � /- .. 6 • moo l0 TR- CF• CD C -3x9.4 C- 2.5x7.7 0.25° 0,25° C -3x7.7 C -3x9.4 0 EXPIRES 12/311071 C-7x7.7(S) C 7x7.7(S) _. . y 37 -06 -00 J 2 -10 -00 � C 4 4 - of 0 JOB NAME: DM MH CONST 100X37 -6 - B -1 �� CMG . � a v.. • WARNINGS: General Notes, unless otherwise noted: CA h t " ` % r 1. Read all General Notes and Warnings before construction of trusses. 1. Design to support loads as shown. -' �, ' 2. Builder and Inaction contractor should be advised of as General Notes and 2. Design assumes the top and bottom choids to be laterally braced at ,, -d /I.,- FILE NO.: B-1 Warnings before construction commences. 2' o.c. and at to'-O" Oz. respectively unless braced throughout their 3. L[4 length by continuous sheathing. eomrpraubn web bracing mutt be Installed where shown +. 3 2x impCact bring or lateral bracing required where shown + • r ' "-- 4. An labial force resisting elements such as temporary and pennanem bracing, ,Pj DATE: 10/11/2007 mint be designed and provided by designer of complete structure. 4. Installation t of truss Is the res onsibdMy of the respective contractor. o be used in a non-corrosive environment, . 5. Design assumes trusses are �„°„�� eompuTh - o assumes no responsibility for such brazing. and are for "dry condition" of use. . - O.' " 111G 5. No load should be applied to any component until alter ell as bracing and 6. Design assumes full bearing at all supports shown. Shim or wedge if - -- 3, DES. BY: BB fasteners are complete, and at no than should any bads greater than design �eCOs Ale loads be applied to any component. 7. Design assumes adequate drainage Is provided. . /ONA{.. 6. CompuTras has no control over and assumes no responsmtMy for the 8. Plates shall be located on both faces of truss, and placed so their center /0 / 1l ° SEQ .: 3659979 fabrication, handlIng, shipment and installation of components. Di 9 . gs ba is c idciae e size with joint plate n nche. 7. This design is furnished subject For ds values plate In lines. q lib }n to the limitations on muss designs see forth 10. For basic ei gn values o1 the�mp uTrus Plate, indicated by the prefix by TPI In NIBA1 or TPVWTCA In SCSI 1 -0s copies of which will be furnished "C", see ICBO'RR 4211.1 ICC ESR 2 - 2529.cat by L EXPIRES 6/10/09 by Compulnte upon request. 11. desig a elr (1B Indicates 18 gas material is used: All others are 2b ga. • 11111111111111 ,CompuTrus Inc. This design prepared from computer input by 1111111Iliii 1111111111111111111111111lIII IIII PACIFIC LUMBER / JR . Trans ID: 221866 7.3.1T(1L1 -E LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0' IBC 2003 SINGLE MEMBER FORCES 4WR /GDF /Cq =1.25 TCM LOAD DURATION INCREASE = 1.15 T 1= -3180 1= 2817 W 1= 105 W 8= -294 SIZE SPECIE GRADE PANEL(S) SPACED 24.0° O.C. T 2= -2788 2= 2814 W 2= -297 W 9= 105 TOP CHORDS: • T 3= -2530 3= 3071 W 3= 622 2x 6 DF 42 1. 2, 5- 7 LOADING T 4= •2529 4= 3071 W 4= -645 2x 4 DF 4188TR 3. 4 LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF T 5= -2787 5= 2810 W 5= 146 BOTTOM CHORDS: DL ON BOTTOM CHORD = 10.0 PSF 2x 4 DF #18BTR 1- 6 T 6= -3176 6= 2812 W 6= 62 WEBS: TOTAL LOAD = 42.0 PSF T 7= 0 W 7= 621 2x 4 DF STAND 1. 9 LEFT = 1575 RIGHT = 1575 TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 12'0C. UON. BEARING AREA REQUIRED (SO. IN) BRG @ 0'- 0.0' 2.52 DF / 3.89 HF / 3.71 SPF BRG @ 37'- 6.0' 2.52 DF / 3.89 HF I 3.71 SPF NOTE: 1x3 BRACING AT 12'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED MAX LL DEFL = - 0.205' (L/2141) @ 18'- 9.0' L/240 = 1.829' MAX TL =. -0.347' (L/1265) @ 18'- 9.0' L/180 = 2.439' OVERHANGS: 0.0' 34.0' MAX HORIZ. LL DEFL = 0.081' @ 37'- 0.5' Reactions: 1565 1766 MAX HORIZ. TL DEFL = 0.135' @ 37'- 0.5' Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -02, Enclosed, Cat.2, Exp.B, MFRS, interior zone, load duration factor =1.33 Max Calculated Uplift: Left = -213 Right = -287 11 -11 -11 13 -06 -10 11 -11 -11 1 12 C- 5.5x7.7 C- 5.5x7.7 12 * �� P�oF� 5 °00- C-2.5x7.7 x5,00 � `v 6�0 <f ,,GlNFF /O e C 2.5x4.3 C 2.5x4.3 ' • ; /..-4..-• � , OREGON qA? T � o c . 6 . 0 '' g, 0 v • gt r = s� 1> R. Clx _ o 4 / C -3x9.4 C-2.5x3.4 C- 2.5x7.7 0.25" C- 2.5x7.7 C- 2.5x3.4 C -3x9.4 t EXPIRES 12/3110 I C- 5x7.7(S) y 37 -06 -00 J 2 -10 -00 g Sii o 4 O JOB NAME: DM MH CONST 100X37 -6 - B -2 � O n r,.1 NI WARNGS: General Notes, unless otherwise noted: C He ..V.,!.,- .•' % ` 1. Read as General Notes and wamings before construction of tenses. 1. Design to support loads as shown. ' 2. Budder and erection contractor should be advised of all General Notes and 2. Design assumes the top and bottom chords to be laterally braced at • ` - T:. FILE NO.: B-2 Warnings before construction commences. 7 7 and at 10'-0" o.c. respectively unless braced throughout their $ d '.+. 3. 2z4 compression web bracing must be installed where shown +. length by continuous sheathing. r , , i ...y . 4. All lateral force resisting elements such as temporary and permanent bracing, 3 2x lm abt bridgging or lateral bract required Where shown • + DATE: 10/11/2007 must be designed and provided by deg nerof co lete structure. 5. De Installation est Is the responsibility of a respective contractor. q R 17778 � Comp responsibility for such bracing. 6. and are for "dry ca ndition use. In a non-corrosive environment, ' f "+,r { T1` uTnn assumes no re 0. No load should be applied to any component until after an bracing and 6. Design assumes Ml bearing at all supports shown. Shim or wedge if - DES. BY: BB fasteners are complete, end at no time should any loads greater than design 0ecgssary. " '' .� Vi Y/�►f. . loads be applied to any component. 7. Design assumes adequate drainage is provided. / :: . s. CompuTnis has no control over end assumes no responsibility for the 8 Plates shall be located on both faces W thus, and placed so their center /Q I W° • , „ . SE0 .: 3659980 fabrication, handling, shipment end b stenetlen of components. lines r c t with joint centnf 7. This design 9. e size plate In moles. Ip n b furnished subject to the limitations on truss designs sal roan 10. For or b bassi c design n valluu es of the CompuTrus Plate, indicated by the prefix by TPI in tom or TPIIWTCA in SCSI 1 copies of which will be furnished C, see IIpCBO RR 4211 11CC ESR 2529. ca1 by p EXPIRES 6/10/09 by WtrrpuTere upon request. 11. desigg ator (18) UWicates 18 g a. materia is u ed. Al the are 2b ga. - IIIIIIIIIIIIIII / Inc. This design prepared from computer input by 1111111110111111111111111111111101111 z PACIFIC LUMBER / JR Trans ID: 221866 7.3.1Tf1L1-E LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0' IBC 2003 SINGL MEMBER FORCES 4WR/GDF /Cq =1.25 TCM • LOAD DURATION INCREASE = 1.15 T 1= -3180 1= 2817 W 1= 105 SIZE SPECIE GRADE PANEL(S) SPACED 24.0' 0.C. T 2= -2788 2= 2814 W 2= -297 TOP CHORDS: T 3= 0 3= 3071 W 3= 622 2x 6 DF 02 1- 3, 6- 9 LOADING T 4= -2530 4= 3071 W 4= -645 2x 4 DF 0188TR 4- 5 LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF - T 5= -2529 5= 2810 W 5= 146 BOTTOM CHORDS: DL ON BOTTOM CHORD = 10.0 PSF 2x 4 DF #168TR 1- 6 T 6= 0 6= 2812 W 6= -647 TOTAL LOAD = 42.0 PSF WEBS: . T 7= -2787 W 7= 621 • 2x 4 DF STAND 1- 9 T 8= -3176 W 8= -294 T 9= 0 W 9= 105 TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT. <= 12'0C. UON. LEFT = 1575 RIGHT = 1575 BEARING AREA REQUIRED (SO. IN) NOTE: 1x3 BRACING AT 12 °0C UON. FOR BRG @ 0'- 0.0' 2.52 OF / 3.89 HF / 3.71 SPF ALL FLAT TOP CHORD AREAS NOT SHEATHED BRG @ 37'- 6.0' 2.52 OF / 3.89 HF / 3.71 SPF OVERHANGS: 0.0' 34.0' MAX LL DEFL = - 0.205' (L/2141) @ 18'- 9.0' L/240 = 1.829' Reactions: 1565 1766 MAX TL DEFL = - 0.347' (L/1265) @ 18'- 9.0' L /180 = 2.439' MAX HORIZ. LL DEFL = 0.081' @ 37'- 0.5' MAX HORIZ. TL DEFL = 0.135' @ 37'- 0.5' Design conforms to main windforce - resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -02, Enclosed, Cat.2, Exp.e, MWFRS, interior zone, load duration factor =1.33 Max Calculated Uplift: Left = -277 Right = -351 13 -11 -11 9 -06 -10 13 -11 -11 12 -00 -00 12 -00 -00 PROF 12 C- 5,5x7.7 C- 5.5x7.7 12 '� „ CEO FS' 5.00 C- 2.5x7.7 X15. �' �fi�G1h11% 12 C- 2.5x4.3 C- 2.5x4.3 :'.' lG^ +. + • OREGON �.°' T N v. c c �. PBL 6 ' O 9 o � CP lo -3x9.4 C- 2.5x3.4 C- 2.5x7.7 0'25" C- 2.5x7.7 •C- 2.5x3.4 C -3x9.4 I EXPIRES '12/31107 1 C- 5x7.7(S) J y y g. C4 . ` .. 37 -06 -00 2 -10 -00 ,4`� 7i %O Scale: 3/16' JOB NAME: 4957 DM MH CONST 100X37.6 - B -3 W / WARNINGS: General Notes, unless otherwise noted: 1. Read all General Notes and Warnings before construction of trusses. 1. Design to support loads as shown. .. 2. Builder and erection contractor should be advised of ail General Notes and 2. Desi n assumes the top and bottom chords to be laterally braced at :.: FILE NO.: 6 - 3 Warnings before corm G ouction commences. 2'-O o.c. and at 10'-0' o. respectively unless braced throughout their ,ll. •; 3. h4 compression web bracing must be Installed where shown .. lengpttihr bbyy� continuous sheath 1 , Y ..9 . 4. All lateral force resisting elements such as temporary and permanent bracing, 3 2x imperil M f trus or lateral bracing re Where shown + . DATE • ' 10/11/2007 must be designed and psevldad by designer of compote structure. 4. Installation of truss Is the responsibility of the respective 5. Design assumes trusses are to be used in a non env ironment, a erwicronment, or. • 'pp 17 778 la CampuTr s assumes no responslbilay for such bracing. and are for "dry condition" of use - • I. 5. No ad should be applied to any component until after as bracing and 6. Design assumes full bearing at all supports shown. Shim or wedge if. DES. BY: BB fasteners are complete, and at no component should any loads greater than design 7. fleC s a ry 6 s umes ase4uate drainage is provided. ' O I: Ale �/y�1<,. v - Mods bit appasd any compant 8. Plates shall be located on both faces of truss, end placed so their center 6. CompuTrus has no control over and assumes no responsibility for the lines coincide with joint center lines. /Q / / / ` " SEQ .: 3659981 fabrication, handling, shipment and Installation of components. 9. Digits indicate size of plate in inches. 7. This design Is fumbhed subject to the limitations on truss designs set forth 10. For basic desltan values of the CompuTrus Plate, indicated by the prefix by Tel In IIB-a1 or TPIIWTCA In 60811.03 copies of which will be furnished C", see IC80RR 4211/ ICC ESR - 2529. L EXPIRES 6110109 by CompuTrus upon request 11. The CompuTrus Net Section Plate is indicated by the prefix "CN' ttte 111 designator (18) Indicates 18 ga. material is used All others are 2b ga. • IIIIIIIIIIIIIII CompuTrus Inc. This design prepared from computer input by IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIII PACIFIC LUMBER / JR Trans ID: 221866 7.3.1T(1L1 -E LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0' IBC 2003 SINGL MEMBER FORCES 4WRIGDF /Cq =1.25 TOM LOAD DURATION INCREASE = 1.15 T 1= -3180 1= 2817 W 1= 105 SIZE SPECIE GRADE PANEL(S) SPACED 24.0' O.C. T 2= -2788 2= 2814 W 2= -297 TOP CHORDS: T 3= 0 3= 3071 W 3= 622 • 2x 6 DF #2 1- 3, 6- 9 LOADING T 4= -2530 4= 3071 W 4= -645 2x 4 OF S18BTR 4- 5 LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF ' T 5= -2529 5= 2810 W 5= 146 BOTTOM CHORDS: DL ON BOTTOM CHORD = 10.0 PSF 2x 4 DF A18BTR 1- 6 T 6= 0 6= 2812 W 6= -647 WEBS: TOTAL LOAD = 42.0 PSF T 7= -2787 W 7= 621 2x 4 OF STAND 1- 9 T 8= -3176 W 8= -294 T 9= 0 W 9= 105 TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 12'0C. VON. • LEFT = 1575 RIGHT = 1575 BEARING AREA REQUIRED (S0. IN) NOTE: 1x3 BRACING AT 12'OC VON. FOR $ BRG @ 0'- 0.0' 2.52 DF / 3.89 HF / 3.71 SPF ALL FLAT TOP CHORD AREAS NOT SHEATHED BRG @ 37'- 6.0' 2.52 DF / 3.89 HF / 3.71 SPF • OVERHANGS: 0.0' 34.0' MAX LL DEFL = - 0.205' (L/2141) @ 18'- 9.0' L/240 = 1.829' Reactions: 1565 1766 MAX TL DEFL = - 0.347' (L/1265) @ 18'• 9.0' L /180 = 2.439' MAX HORIZ. LL DEFL = 0.081' @ 37'- 0.5' C -1x2.6 or equal at non - structural MAX HORIZ. TL DEFL = 0.135' @ 37'- 0.5' vertical members (uon). Design conforms to main windforce- resisting • system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -02, Step flat top chord to be braced by Enclosed, Cat.2, Exp.B, MWFRS, overframing jack top chords at 24'oc. interior zone, load duration factor =1.33 Connect shoulders with C -4x4.3 typical. Max Calculated Uplift: Left = -341 Right = -415 15 -11 -11 8 -03 -14 13 -02 -07 15 -11 -11 9 -06 -05 12 -00 -00 \c,'- asp PRQFF`SS i • 12 -00 -00 C- 4x4.3+ C- 4x4.3 + - 12 -00 -00 � �, � �,TOREGON1g.0 -r i ��1N�F'P % 12 C 2.5x7.7 C 5x5.1(S) 12 5.00 V C- 5.5x7.7 X C-5.5x7.7 15.00 11118i.- � C-2.5x4.3 C 2.5x4.3 ` . °4ER 6' �° C -3x9. C 3x9.4 7. R. C PQ' oM _ - ° � - � 4/0° C- 2.5x7.7 0.25° C- 2.5x7.7 C- 2.5x3.4 c EXPIRES 12/31147 j C- 2.5x3.4 C-5x7.7(S) ge C`� J- 37 -06 -00 2 -10 -00 � OF WAS k/,�, ' Scale: 1/8' ;; JOB NAME: 4957 DM MH CONST 100X37-6 - B -4 4 L` .!1 , WARNINGS: General Notes, unless otherwise noted: r7 • 1. Read an General Notes and Warnings before construction of trusses. 1. Design to support loads as shown. 2. Builder and erection contractor should be advised of all General Notes and 2. Design assumes the top and bottom c hords to be laterally braced at , 6:•rn: FILE NO.: 6-4 warnings before construction commences. -0 o.c. and pt 10'-0' S .. ly ugh ,,1 p :,. y C re9 Ia11e99 bfe ced 11tre OUt their - � 3. 2s4 compression web bracing must be stalled where shorn +. le continuo sheathing. ' r t , sa 0. All lateral force resisting elements such as temporary and pernwnent bracing, 3. 2x fmDect bridging or lateral bracing required where shown + + DATE: 10/11/2007 must be designed and provided by designer of complete structure. .. Installation of truss Is the responsibility of the respective contractor. 177 78 CompuTrus assumes no responsibility for such bracing. 5. and si for "dry coed on' of Used in a nonconosNe environment, - 12, S. No load should be applied to any component until after all bracing and 6. Design assumes MI bearing at all supports shown. Shim or wedge if - DES. BY: BB fasteners fasteners are complete, and at no lire should any loads greater than design 7. Des�i ssa g rry SUmes adequate dreinap9 Is Grevtded. Ak .• V • loads be applied to any component. 8. Plates shall be located on both fates of truss, and placed so their center /0////O , ; S. CompuTno has no control over and assumes no responsibility for the lines coincide with joint center lines. - ' 5E0. : 3659982 rabricetlon, handling, shipment and installation of components. 9. Digits Indicate size of plate In inches. 7. This design Is furnished subject to the mnlmtions on truss designs set forth 10. For basic design values of the CompuTrus Plate, indicated by the prefix 6110109 by TPI in NIB-el or 7PIIWTCA in SCSI 1413 copies of which win be furnished C', see ICBO - RR 4211/ ICC ESR - 2529. EXPIRES by CompuTrus upon request 11. The CompuTrus Net Section Plate Is Indicated by the prefix "CN" the designator (18) indicates 18 ga. material is used All others are 2b ga. II'IIIIIIII1II CompuTrus Inc. This design prepared from computer input by 11111110111111111111111111111111101111 PACIFIC LUMBER / JR Trans ID: 221866 7.3.1Tf1L1-E LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0° IBC 2003 SINGLE MEMBER FORCES 4WR /GDF /Cq =1.25 TCM LOAD DURATION INCREASE = 1.15 T 1= -3180 8 1= 2817 W 1= 105 SIZE SPECIE GRADE PANEL(S) SPACED 24.0' 0.C. T 2= -2788 B 2= 2814 W 2= -297 TOP CHORDS: T 3= 0 B 3= 3071 W 3= 622 2x 6 DF #2 1- 3, 6- 9 LOADING T 4= -2530 B 4= 3071 W 4 =• -645 2x 4 DF 4188TR 4- 5 LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF T 5= -2529 B 5= 2810 W 5= 146 BOTTOM CHORDS: DL ON BOTTOM CHORD = 10.0 PSF T 6= 0 B 6= 2812 W 6= -647 2x 4 DF A188TR 1- 6 TOTAL LOAD = 42.0 PSF T 7= -2787 W 7= 621 WEBS: 2x 4 DF STAND 1- 9 T 8= -3176 W 8= -294 T 9= 0 W 9= 105 TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 12'0C. UON. LEFT = 1575 RIGHT = 1575 BEARING AREA REQUIRED (SO. IN) NOTE: 1x3 BRACING AT 12'OC UON. FOR BRG @ 0'- 0.0' 2.52 OF / 3.89 HF 1 3.71 SPF ALL FLAT TOP CHORD AREAS NOT SHEATHED BRG @ 37'- 6.0' 2.52 DF / 3.89 HF / 3.71 SPF OVERHANGS: 0.0' 34.0' MAX LL DEFL = - 0.205' (L/2141) @ 18'- 9.0' L/240 = 1.829' Reactions: 1565 1766 MAX TL DEFL = - 0.347' (L/1265) @ 18'- 9.0' L /180 = 2.439' MAX HORIZ. LL DEFL = 0.081' @ 37'- 0.5' C -1x2.6 or equal at non - structural MAX HORIZ. TL DEFL = 0.135' @ 37'- 0.5' vertical members (uon). Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -02, Enclosed, Cat.2, Exp.B, MFRS, interior zone, load duration factor =1.33 Max Calculated Uplift: Left = -405 Right = -479 17 -11 -11 6 -03 -14 13 -02 -07 17 -11 -11 7 -06 -05 12 -00 -00 • \ • \ADO PROFES 12-00-00 1' 'f 12-00-00 1' i. � � � �G1N�F + /O 12 `C -S -5.5x 12 i .- ali�'!�� S.00�C 5.5x7.7 C- 2.5x7.7 C 5.5x7.7 X15.00 ( � OREGON A! C- 2.5x4.3 C- 2:5x4.3 T gE R g, ° v O c . C 3x9.4 0 o O C 3x94 T . CP �� 1 4 � 11 � 0 . o "" o I EXPIRES 12/31/07 i C- 2.5x3.4 C- 2.5x7.7 0.25° C- 2.5x7.7 C- 2.5x3.4 ° . C- 5x7.7(S) g� C� J. y 37 -06 -00 2 -10 -00 Scale: 1/8' r � W 1f/,�, JOB NAME: 4957 DM 10i CONST 100X37-6 - B -5 � T ` 1' . . C WARNINGS: General Notes, unless otherwise noted: 4,, 14 t°4 1. Read all General Notes and Warnings before construction of trusses. 1. Design to support loads as shown. - r. >,. i Builder and erection contractor should be advised of all General Notes and 2. Deaf assumes the top and bottom chords to be laterally braced at � ', _< FILE NO.: B Warnings before construction commences. 2° o.c. end d gt 10.O' o.t . r spedivety unless braced throughout their i� . 3. 2x4 compression web blueing must be bMalled where shown 4.. 2xi p m th� �br sheathing. ; eg ;o- 4. Au lateral force resisting elements such as temporary and permanent bracing. 3 2x fmyo.w brai ing or lateral breei� ity o d where e c + + DATE: 10/11/2007 must be designed and provided by designer of complete structure. 4 . Installaation of Truss is the responsibility of the respective contractor. 4;g9 j78 e 5. Design assumes trusses are to be used In a non-corrosive environment, - % CompuTn assumes no msp nslWSty for such bracing• and are for "dry condition" of use. . O. • 5. No load a should be applied to any component until after ail bracing and 6. Design assumes full bearing at all supports shown. Shim or wedge If DES. BY: BB festinate are complete, and at no time should any toads greater than design necessary. yk loads be applied to any component. 7. Design assumes adequate drainage Is provided. ��. 8. CompuTrus has no control over and assumes no responsibility for the 8 Plates shell be located on both fades of truss, and placed so their center /Q / l f SEQ.: 3659983 fabrication, handling, shipment and installation of components. 9 Digits indicate siz r w joint center of pla tte e inn che. ches. gndz in lines. 7. This design is furnished subject to the limitations on truss designs set forth 10. For basic design values of the CompuTrus Plate, indicated by the prefix I by WI b lOB-01 or TPtiWrCA in SCSI 1 -07 wpbs of which will be furnished C. see ICBORR 42111 ICC ESR - 2529. L EXlpiRES 611 a09 ti by CompuTms upon request 11. The CompuTrus Net Section Plate is indicated by the prefix "Ch' the designator (18) indicates 18 ga. material is used All others are 20 ga. 11110 11111111 // CompuTrus Inc. This design prepared from computer input by 11111111111111111111111111111111 liiiliiiliii Trans ID: 221866 PACIFIC LUMBER / JR 7.3.1T(1L1 -E LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0' IBC 2003 SINGLE MEMBER FORCES 4WR /GDF /Cq =1.25 TCM LOAD DURATION INCREASE = 1.15 T 1= -3122 B 1= 2763 W 1= -272 SIZE SPECIE GRADE PANEL(S) SPACED 24.0' 0.C. T 2= -2848 B 2= 2352 W 2= 442 TOP CHORDS: T 3= -2024 B 3= 2351 W 3= -752 • 2x 6 OF #2 1- 7 LOADING T 4= -2024 B 4= 2759 W 4= 1165 BOTTOM CHORDS: LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF T 5= -2845 W 5= -751 2x 4 DF A1&BTR 1- 4 DL ON BOTTOM CHORD = 10.0 PSF WEBS: TOTAL LOAD = 42.0 PSF T 6= -3118 W 6= 440 2x 4 OF STAND 1- 7 T 7= 0 W 7= -269 TC LATERAL SUPPORT <= 12 °0C. UON. LEFT = 1575 RIGHT = 1575 BC LATERAL SUPPORT <= 12'OC. UON. BEARING AREA REQUIRED (SO. IN) OVERHANGS: 0.0' 34.0' BRG @ 0'- 0.0' 2.52 DF / 3.89 HF / 3.71 SPF Reactions: 1565 1766 BRG @ 37'- 6.0' 2.52 DF / 3.89 HF / 3.71 SPF MAX LL DEFL = - 0.153' (L/2869) @ 18'- 9.0' L /240 = 1.829' MAX TL DEFL = - 0.258° (L/1701) @ 18'- 9.0' L/180 = 2.439' MAX HORIZ. LL DEFL = 0.072' @ 37'- 0.5' MAX HORIZ. TL DEFL = 0.119' @ 37'- 0.5' Design conforms to. main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL =4.2,BCDL =6.0, ASCE 7 -02, Enclosed, Cat.2, Exp.B, MFRS, 18 -09 -00 18 -09 -00 interior zone, load duration factor =1.33 Max Calculated Uplift: Left = -214 Right = -288 12 C -4x7.7 12 5.001-- 4,0 X15.00 C- 7x7.7(5) C- 7x7.7(S) 0.25° 2.6 ° 0.25 ° 5��s9 PROFF`SS C 2.5x3.4 + C- 2.5x3.4 -'. , ems N +. C OREGON q1m T �` v 0 0 � QT S C R 6 �� O la . T F? CP C -3x9.4 C- 2.5x4.3 0.25° C- 2.5x4.3 C -3x9.4 ( EXPIRES 12/31/07 i C- 5x7.7(S) l 37 -06 -00 y 2 -10 -00 °�`� S�' Scale: 3/16' • „' �O. Oirt7 .,O 467 • JOB NAME: 4957 DM MH CONST 100X37 -6 - C . (.) A � e WARNINGS: General Notes, unless otherwise noted: +9 1: Z r WARNINGS: 1. Read all General Notes and Warnings before construction of trusses. 1. Design to support loads as shown. 2. Builder and erection contractor should be advised of ail General Notes and 2. Design assumes the top and bottom chords to be laterally braced at FILE NO.: C Warnings before construct mme 2' m+ eonces. o.e. and at 10' o.c. respectively unless braced ughout their ' 3. 2x4 compression web bracing must be Installed where shown e. lengpt�hh continuous sheathing. 'r � '�;;a-� . 4. All lateral force resisting elements such as temporary and permanent bracing, 3 2x Sn brid or lateral bracing required where shown + + DATE: 10/11/2007 must be designed and provided by designer of complete structure. 4. Instal of truss Is the t onsibllily o ne a non-corrosive ro ern actor. net, 17778 5. Design assumes " dry trusses are re be used ,4e.,_ ��s' �.C? CompuTrus assumes no responsibility for such bracing. and are for condition" of use. - 44* *.. �,r'f tta- s. No toad should be applied to any component until after all bracing and 8. D assumes full bearing at all supports shown. Shim or wedge if • DES. BY: BB fasteners are complete, and at no time should any loads greater than design ro 7 DeWg�n assumes adequate drainage is provided. x .��. toads b• applied to any component 8. Plates shall be located on both f of truss, and placed so their center SEQ.: 3659984 ° ffab aen,nndingshipmeanwm a responsibility for m 8 re Digits ao center lines. IOI /I/O 9. Digitsgits indiccate e size size of plate in inches. 7. This design furnished subject to the rmdtetions on truss designs set forth 10. For basic deli n values of the CompuTrus Plate, Indicated by the prefix EXPIRES 6/10/09 by WI In 15BA1 or TPW h IRCA in SCSI 1.07 copies of width will be furnished C. see ICBO -2R 4211/ ICC ESR l by CompuTnn upon request 11. The CompuTrus Net Section Plate is indicated by the prefix'CN" the designator (18) Indicates 18 ga. material is used All others are 2b ga. 1111111110111 CompuTrus Inc. This design prepared from computer input by 1111111101111110111111E11111111111111 .- PACIFIC LUMBER / JR Trans ID: 221866 7.3.1T(1L1 -E a LUMBER SPECIFICATIONS 20-00-00 HIP SETBACK 4-10-08 FROM END WALL IBC 2003 SINGLE MEMBER FORCES 4WR /GDF /Cq =1.25 TCM LOAD DURATION INCREASE = 1.15 + T 1= -3213 B 1= 2930 W 1= 645 SIZE SPECIE GRADE PANEL(S) T 2= -2930 B 2= 4484 W 2= -1613 TOP CHORDS: LOADING T 3= -2930 B 3= 4484 W 3= 127 2x 6 OF d2 1- 4 TC UNIF LL( 50.0) +DL( 14.0)= 64.0 PLF 0'- 0.0' TO 4'• 10.5' V T 4= -3213 B 4= 2930 W 4= -1613 BOTTOM CHORDS: TC UNIF LL( 85.9) +DL( 24.1)= 110.0 PLF 4'- 10.5' TO 1S'- 1.5° V W 5= 645 25 6 OF A2 1- 4 TC UNIF LL( 50.0) +0L( 14.0)= 64.0 PLF 15'- 1.5' TO 20'- 0.0' V WEBS: BC UNIF LL( 0.0) +DL( 34.4)= 34.4 PLF 0'- 0.0' TO 20'- 0.0' V 2x 4 OF STAND 1- 5 LEFT = 1421 RIGHT = 1421 TC LATERAL SUPPORT <= 12'OC. UON. TC CONC LL( 157.4) +DL( 44.1)= 201.5 LBS @ 4'- 10.5' BEARING AREA REQUIRED (SO. IN TC CONC LL( 157.4) +DL( 44.1)= 201.5 LBS @ 15'- 1.5' IN) BC LATERAL SUPPORT <= 12'OC. UON. BRG @ 0'- 0.0' 2.27 DF / 3.51 HF 1 3.34 SPF ��REO PROFESS BRG @ 20'- 0.0' 2.27 DF / 3.51 HF / 3.34 SPF NOTE: 1x3 BRACING AT 24'OC UON. FOR �Gj G1N� /p MAX LL DEFL = - 0.179' (L/1279) @ 10'- 0.0' L /240 = 0.954' ALL FLAT TOP CHORD AREAS NOT SHEATHED �C� � `� MAX TL DEFL = - 0.294' (L/778) @ 10'- 0.0' L /180 = 1.272° • MAX HORIZ. LL DEFL = 0.041' @ 19'- 6.5' :'•• MAX HORIZ. TL DEFL = 0.067' @ 19'- 6.5' Design conforms to main windforce - resisting OREGON � -J system and components and cladding criteria. - If 0 - R to C ) Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -02, Enclosed, Cat.2, Exp.B, MFRS, r 7.R. C P interior zone, load duration factor =1.33 /0 / / 1/O Max Calculated Uplift: Left = -354 Right = -354 EXPIRES. 12/31/07 - 4 -10 -03 10 -03 -10 • 4 -10 -03 T 4,201.50# . ,201,50W 1 ' 12 12 5.00 '5.00 C- 5.5x7.7 C- 5.5x7.7 C- 3x11.9 s -- s O - 7s C C -3x9.4 C -3x7.7 C- 2.5x3.4 C -3x7.7 C -3x9.4 y y 20 -00 -00 '. • ;C g' C`q� . . Q f v / AS Scale: 3/8' r � 6, 1 G 0 O JOB NAME: 4957 DM MH CONST 100X37.6 - 0 :; W dp i r, WARNINGS: General Notes, unless otherwise noted: ' cn „ • 1. Read all General Notes and Warnings before construction of trusses. 1. Design to support loads as shown. . , . 2. Builder and erection contractor should be advised of all General Nobs and 2. Des(gBnn assumes the top and bottom chords to be laterally braced at - r FILE NO .: D Warnings before construction commences. 2' and pt 10' o.c. respectively unless braced ttoughout their '_: 3. 2x4 compression web bracing must be installed where shown +. length by continuous sheathing. 1 r . ,, 4. All lateral force t for reelements 9nelements perpermanent 5 such as temporary and permanent bracing, 3 2x rmpa�lt bri ng or lateral bras required where shown + + , DATE: 10/11/2007 must be designed and provided by designer of complete structure. Desi a s of mGe�s trusses Is the re o be s in the on respective a environment contractor. 5. Design assumes Issas ere W d m a nntonasN environment, 17 �r�r CompuTrus assumes no responsibility for such bracing. and are for "dry condition" of use. � •. 77$ `✓ �cy� �.1 l 5. No load should be applied to a component until after eU bracing and 6. Design assumes full bearing at all supports shown. Shim or wedge if .... t , ` [ � � loads [-S,' DES. BY: BB fasteners are complete, and at no time should any loads greater than design n searY ads be applied to any component. 7. 7 lates assumes adequate drainage Is provided. . 6. Computrua has no control over a nd assumes no responelbmry for the 8 Mates shall be located on both feces of truss, and placed so their center /0/11/0' _ �r1 ., . J AL SEQ.: 3659985 fabrication, handling, shipment and installation of components. lines coincide with joint center he. 9. Digits In s e size plate in inc lines. 7. Thdesigdesign le to [imitations furnished subject the [imitations [imitatiodesigns ns on truss designs set forth 10. For basic design eliign valulu es of the CompuTrus Plate. Indicated by the prefix by TPI In NIB-91 or TPUWTCA in BCSI 1a3 copies of which will be furnished C', see ICBO RR 4211 / ICC ESR - 2529. [ EXPIRES 6110/09 I by CompuTrus upon request 11. The CompuTrus Net Section Plate is indicated by the prefix "CM the designator (18) indicates 18 ga. material is used All others are 20 ga. M Nico1i Engineering, Inc. PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 STRUCTURAL CALCULATIONS & DRAWINGS E® PR OJECT RECEI'J Nov 1 4 2007 TWO ADDITIONAL RETAINING WALLS crrvo IC�A'�p OFFICE BUILDING BUILDINGINVISION 8740 SW SCOFFINS ST. TIGARD, OREGON 97223 CLIENT HARRIS — McMONAGLE ASSOCIATES INC. 12555 SW HALL BLVD. TIGARD, OREGON 97223 4, PRO4 GLOP 2z- ® m s� ��V °�,,, City of Tigard 16,507 f--' A s, _.. v : d Plans r ,, i �� B /_� �' Date / \ c• �L,9� ►' , :S;(bCf e7kc vq � N CTraJ EQo r� JOB NO.: 07 -0111 OFFICE COPY PREPARED BY: ENK CHECKED BY: JA DATE: 11 -13 -07 PAGE 1 OF 11 Is Project: 1-, fl 114 GI (w� Page: `ui' CO u Client: By. ENGINEERING, INC. Job No.: 77,.r- (-71 Date: 1`1 I I f dr ii*1 1 j � a P I Iv 11 /-27 113 - 4 3 . ,. \ \ 14. 1 „ e. I C . I t - SI- J, .. - 7 I - 1 1 S t - 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 • Project: ., Client: Page: J • NicoIi , B G E' J� Jam^ Y ENGINEERING, INC. Job No.: C71-' C l I, I Date: I l (i;J ■ \ N ■ t 1 ‘_ o ®,.., 3 -. ,_ \,_—. -.. - ... _\ . ..... _____,_. ...\N ,, , .., ....., ..........._. a._ --..- -- b) .3 N J 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 ' Project:��Page: 4-- `Nic Client: `J B . I�r�stu� Y �- ENGINEERING, INC. Job No.: 07 7 't 1. I, L Date: It II 3 jt7 7111_ 01-11 i / 7 ■.pkue-- * j[/ c 11/c?, Ak'CP0 --4')4 � -max �� P � II 6. 62" c e4-scP.17- 11 ----4..., 0).4 1 .-T--i c1 • x 7\2`` 51 11,1 0 d 1 5 5 5 k 4 4 5 11 / -/ • q) t 0 - s 1 i A ifi/.> , \ 240 L1 ► ii ed? ---, (, Qui - / 0 4) ?•)6• � 2 ,c T`� WI /210" ti p1 4 17) V6A ti / & %PSI ) 1•4)‘t &' W 74-k-1 - : eF\V \ f - j 1,1 , t , 9025 SW Center Street - PO Box 23784 Tigard Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 Project: W• Page: ►e N 1 �O' 1 Client: c/ Y B LL,, ENGINEERING, INC. Job No.: '7- Vl Date: '1 I U ALT -- D • l�► ic.v )2 '' IT .+4 4 L tics V r \ fa Vili6t e F)e M Id& WA V\I 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 ,• m Pject: I w T l �� Page: l7 Clie By: Y ENGINEERING, INC. Job No.: 01 — C7 16 I Date: FJiJp7 VS/WAti C ttA tor t20 1 ; 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 HARRIS - McMONAGLE Title : Job # 7 . • CONCRETE RETAINING WALL DESIGN Dsgnr: Date: 3:17PM, 13 NOV 07 Description : RW -1 Scope : H =8.5' Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580014 _ User: KW-0603670. Ver5.8.0. 1- Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983 -2003 ENERCALC Engineering Software Description Criteria Soil Data I Footing Strengths & Dimensions I Retained Height = 8.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 psf /ft Toe Width = 4.00 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf /ft = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf /ft Total = Heel Width _ 5 .25 l Footing Width 5.25 Soil Density = 120.00 pcf Water height over heel = 0.0 ft Footing Thickness = - 12.00 in FootingllSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 12.00 in for passive pressure = 0.00 in Key Depth = 24.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summa Stem Construction Top Stem 2nd Stem OK Stem OK Total Bearing Load = 2,815 lbs Design height ft = 4.00 0.00 ...resultant ecc. = 12.11 in Wall Material Above "Ht" = Concrete Concrete Soil Pressure @ Toe = 1,161 psf OK Thickness = 12.00 12.00 Soil Pressure @ Heel = 0 psf OK Rebar Size = # 4 # 5 Allowable = 2,000 Rebar Spacing = 12.00 12.00 psf Rebar Placed at = Edge Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,626 psf fb /FB + fa /Fa = 0.100 0.442 ACI Factored @ Heel = 0 psf Total Force @ Section lbs = 602.4 2,149.4 Footing Shear @ Toe = 25.2 psi OK Moment....Actual ft-# = 903.7 6,090.1 Footing Shear @ Heel = 4.0 psi OK Moment Allowable ft-# = 9,048.0 13,786.3 Allowable = 93.1 psi Shear Actual psi = 4.9 17.6 Wall Stability Ratios Overturning = 1.91 OK Shear Allowable psi = 93.1 93.1 Sliding = 1.50 (Vertical Co Bar Develop ABOVE Ht. in = 17.09 21.36 Sliding Calcs (Vertical Component NOT Used) Bar Lap /Hook BELOW Ht. in = 17.09 6.00 Lateral Sliding Force = 1,579.4 lbs Wall Weight psf= 145.0 145.0 less 100% Passive Ford - 1,531.3 lbs Rebar Depth 'd' in = 10.25 10.19 less 100% Friction Force= - 844.5 lbs Masonry Data . psi - Added Force Req'd = 0.0 lbs OK Fs psi = ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results ` Special Inspection i Modular Ratio 'n' Toe Heel Short Term Factor = Factored Pressure = 1,626 0 psf Equiv. Solid Thick. = Mu' : Upward = 9,430 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 2,352 51 ft-# Concrete Data Mu: Design = 7,078 51 ft-# fc psi = 3,000.0 3,000.0 Actual 1 -Way Shear = 25.17 4.01 psi Fy psi = 60,000.0 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: #4@ 9.75 in, #5@ 15.00 in, #6@ 21.00 in, #7@ 28.75 in, #8@ 37.75 in, #9@ 47 Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S • Fr Key Reinforcing = None Spec'd Key: Not req'd, Mu < S • Fr • / � &, :. HARRIS - McMONAGLE Title : Job # • CONCRETE RETAINING WALL DESIGN Dsgnr: Date: 3:17PM, 13 NOV 07 . Description : • RW -1 • Scope : H =8.5• • Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580014 ' User: KW-0603670, Ver5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design Page 2 11 (c)1983 -2003 ENERCALC Engineering Software Description Summa of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,579.4 3.17 5,001.4 Soil Over Heel = 255.0 5.13 1,306.9 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = • 0.00 Load @ Stem Above Soil = Soil Over Toe = 240.0 2.00 480.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,232.5 4.50 5,546.3 Total ' = 1,579.4 O.T.M. = 5,001.4 Earth @ Stem Transitions= Resisting /Overturning Ratio .= 1.91 Footing Weight = 787.5 2.63 2,067.2 Vertical Loads used for Soil Pressure = 2,815.0 lbs Key Weight = 300.0 0.50 150.0 Vert. Component = Vertical component of active pressure NOT used for soil pressure Total = 2,815.0 lbs R.M.= 9,550.3 • ' 1 12.0005in Conc w/ #4 @ 12.in o/c • • 4 ' -6 " " 3/4" • • 8' -6" 8' -6" 12.0005in Conc w/ #5 @ 12.in o/c A • • • 4 ' -0 " 1 3/4" • • 3 " • • 1' -0" • • • 3" #0 @0.in @Toe • 2' -0" Designer select #0 @0.in all horiz. reinf. @ Heel 1' -0" 4' -3" 4' -0" 1' -3" 4 • 4 • 5 • JD 1579.4# Pp= 1531.3# 1161.3psf • HARRIS - McMONAGLE Title : Job # `� . CONCRETE RETAINING WALL DESIGN Dsgnr: Date: 3:30PM, 13 NOV 07 Description : RW - Scope : H =6' Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 L., Rev: 580014 User: KW-0603670, Ver5.8.0, 1- 0ec -2003 Cantilevered Retaining Wall Design Page 1 ` (c)1983 -2003 ENERCALC Engineering Software 1 Description • Criteria II Soil Data . 1 Footing Strengt 8 D imensions Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 psf /ft Toe Width = 1.75 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf /ft Heel Width = 1.25 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf /ft Total Footing Width = 3.00 Soil Density = 120.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingliSoil Friction = 0.300 Key Width = 12.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 12.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover © Top = 3.00 in © Btm.= 3.00 in Design Summa Stem Construction Top Stem Stem OK Total Bearing Load = 1,755 lbs Design height ft= 0.00 ...resultant ecc. = 9.00 in Wall Material Above "Ht" = Concrete Soil Pressure © Toe = 1,560 psf OK Thickness = 12.00 S ss Soil Pressure © Heel = 0 psf OK Rebar Size # 4 Allowable = 2,000 psf Rebar Spacing = 12.00 Soil Pressure Less Than Allowable Rebar Placed at = Edge ACI Factored @ Toe = 2,184 psf Design Data ACI Factored @ Heel = 0 psf + fa /Fa = - 0.217 Total Force @ Section lbs = 1,071.0 Footing Shear @ Toe = 14.1 psi OK Moment....Actual ft-#= 2,142.0 Footing Shear © Heel = 3.0 psi OK Moment Allowable = 9,048.0 Allowable = 93.1 psi Wall Stability Ratios Shear Actual psi = 8.7 Overturning = 1.66 OK Shear Allowable psi = 93.1 Sliding = 1.53 (Vertical Co Bar Develop ABOVE Ht. in = 17.09 Sliding Calcs (Vertical Component NOT Used) Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 857.5 lbs Wall Weight = 145.0 less 100% Passive Force= - 781.3 lbs Rebar Depth 'd' in = 10.25 less 100% Friction Force= - 526.5 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi = Fs psi = ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = _ Footing Design Results Special Inspection Modular Ratio 'n' Toe Heel Short Term Factor = Factored Pressure = 2,184 0 psf Equiv. Solid Thick. = Mu' : Upward = 2,477 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 450 38 ft-# Concrete Data Mu: Design = 2,027 38 ft-# fc psi = 3,000.0 Actual 1 -Way Shear = 14.14 2.99 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S • Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: Not req'd, Mu < S • Fr HARRIS - McMONAGLE Title : Job # ( v • CONCRETE RETAINING WALL DESIGN Dsgnr: Date:. 3:30PM, 13 NOV 07 1 Description : • RW - Scope : H =6' Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 R 5800 u ser: ev: 5 1a- 0367o,ver5.8.0, 1- Deo-20o3 Cantilevered Retaining Wall Design Page 2 1 (c)1983 -2003 ENERCALC Engineering Software Description Summa of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 180.0 2.88 517.5 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load © Stem Above Soil = Soil Over Toe = 105.0 0.88 91.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 870.0 2.25 1,957.5 Total = 857.5 O.T.M. = 2,000.8 Earth @ Stem Transitions= Resisting /Overturning Ratio = 1.66 Footing Weight = 450.0 1.50 675.0 Vertical Loads used for Soil Pressure = 1,755.0 lbs Key Weight = 150.0 0.50 75.0 . Vert. Component = Vertical component of active pressure NOT used for soil pressure Total = 1,755.0 lbs R.M.= 3,316.9 • • • ■3 12.0005in Conc w/ #4 @ 12.in o/c ` \ • • • 1 3/4" • 6' -0" 6' -0" • • • 3" 6" • • 1' -o • • 3" #0 @0.in I 1' -0" V @Toe Designer select #0 @0.in all horiz. reinf. @ Heel 1' -0" 2' -0" 1' -9" 1' -3" 3' -0" • ►4- J 1- - r . • • • • • 857.5# 'WIPP' Pp= 781.25# 1560.2psf ` NicoI i Engineering, Inc. PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 CONCRETE GENERAL: • Provide concrete materials, formwork, mixing placing and curing according to ACI -301 "Standard Specification for Structural Concrete ". ▪ Minimum compressive strength at 28 days shall be 3000 PSI. • The maximum size aggregate shall be 3/4 ". • The maximum slump shall be 5 ". • Ready -mix: ASTM C -94 • No pipes or ducts are to be placed in concrete slabs or walls unless specifically detailed. • Anchor bolts, dowels, inserts, etc., shall be securely tied in place prior to the pouring of any concrete. • Joints: Locate, and install construction, isolation, as control joints as indicated or required. • Finishes: 1. Interior slabs shall be smooth trowel. 2. Exterior slabs shall be trowel and fine -broom finished unless otherwise noted. • Curing: All fresh concrete shall be protected from premature drying, and excessive cold or hot temperatures. All concrete shall be cured until it has reached design strength. CONCRETE MATERIALS: • Cement shall be Portland Cement, Type I or II, Low Alkali per ASTM C -150. • Aggregates shall be natural sand and rock per ASTM C -33. • Water shall potable. • Admixtures: Maybe used by the contractor at his' discretion, provided they do not contain more than 0.1 percent chloride ions. 1. Air Entraining Admixture: Use air - entraining admixture in exterior exposed concrete, providing not less than 4.5 %, no more than 7% air entrainment for concrete exposed to freezing and thawing: ASTM C -260. 2. Water Reducing, Retarding and Accelerating Chemical Admixtures. REINFORCING STEEL: • Detain, fabricate, and place reinforcing according to ACI 315, "Details and Detailing of Concrete Reinforcement ". • Steel reinforcing bars: ASTM A -615, Grade 60 • Welded reinforcement: ASTM A -706, Grade 60 • Welded wire fabric: ASTM A -185, Flat Sheets • All steel to be tied in place and lap slice shall conform to ACI 318, unless noted otherwise. SOIL BACKFILL: • Backfill walls no sooner than 20 days after placing wall. • Backfill soils shall be densified to at least 90% relative compaction. • Highly expansive soils should not be used as backfill material. • Heavy construction equipment should not be allowed within a 45- degree angle from the base of the wall. • All walls should be properly drained such that hydrostatic pressure will not build up behind the wall. X :UNaster0ocs\Specitication sheetiSHORT SPEC - CONCRETE rev 110907.doc Page 1 of 1 6 Paoo cfci MNicoli Engineering, Inc. ,■■, PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 STRUCTURAL CALCULATIONS PROJECT: HARRIS- McMONAGLE ASSOCIATES, INC. TWO STORY OFFICE BUILDING 8740 SW SCOFFINS ST. , 1 c, C ., TIGARD, OREGON 97223 • CLIENT: SCOFFINS STREET , LLC 12555 SW HALL BLVD. TIGARD, OR. 97223 City of Tigard 1/4 i,D PRO/4-i - = *v -d Plans � GIN 0 s> B �!t% Date: ' - P �7 t„.,41p OFFICE COPY Note: Nicoli Engineering's design responsibility is limited to only those specific areas of the structure and /or project as presented herein. The attached calculations and /or construction details have been prepared for the above referenced project for the one - time -use at the noted site. JOB NO.: 07 -0111 PREPARED BY : ENK CHECKED BY : JA DATE : 3 -12 -07 PAGE 1 OF 72 • r, (L Project: r 1 DATE: TABLE OF CONTENTS ITEM PAGE \ rZ VrM L O 3 fFAAa-2 • l'°i.00g. Jo 'f 10.17 v,eik i 25 uLtr2Artold 4.1 ZrTArt t \14Au. 441 - 1.1417 G3 Vi PcA1 tor i*. tot 17iktitte-- t7 6ttft WA t.L. 1 9 3C; \qu pro \d rafting \tbleofconts 4) Project: Date: . CONCRETE A. GENERAL: 1. Provide concrete materials, formwork, mixing placing and curing according to ACI -301 "Standard Specification for Structural Concrete ". 2 h 2. Minimum compressive strength at 28 days shall e 3 aaa PS 1. 3. The maximum size aggregate shall be tgfr Zi IP r5): 61-A43 • 4. The maximum size aggregate shall be 5 ". 5. Ready -mix: ASTM C -94 6. No pipes or ducts are to be placed in concrete slabs or walls unless specifically detailed. 7. Anchor bolts, dowels, inserts, etc., shall be securely tied in place prior to the pouring of any concrete. 8. Joints: Locate and install construction, isolation, as control joints as indicated or required. 9. Finishes: a. Interior slabs shall be smooth trowel. b. Exterior slabs shall be trowel and fine -broom finished unless otherwise noted. 10. Curing: All fresh concrete shall be protected from premature drying, and excessive cold or hot temperatures. All concrete shall be cured until it has reached design strength. B. CONCRETE MATERIALS: 1. Cement shall be Portland Cement, Type I or II, Low Alkali per ASTM C -150. 2. Aggregates shall be natural sand and rock per ASTM C -33. 3. Water shall potable. 4. Admixtures: May be used by the contractor at his discretion, provided they do not contain more than 0.1 percent chloride ions. a. Air Entraining Admixture: Use air - entraining admixture in exterior exposed concrete, providing not less than 4.5 %, no more than 7% air entrainment for concrete exposed to freezing and thawing: ASTM C -260. Water Reducing, Retarding and Accelerating Chemical Admixtures. C. REINFORCING STEEL: 1. Detain, fabricate, and place reinforcing according to ACI 315, "Details and Detailing of Concrete Reinforcement ". 2. Steel reinforcing bars: ASTM A -615, Grade 60 3. Welded reinforcement: ASTM A -706, Grade 60' 4. Welded wire fabric: ASTM A -185, Flat Sheets All steel to be tied in place and lap slice shall conform to ACI 318, unless noted otherwise. D. SOIL BACKFILL: 1. Backfill walls no sooner than 20 days after placing wall. 2. Backfill soils shall be densified to at least 90% relative compaction. 3. Highly expansive soils should not be used as backfill material. 4. Heavy construction equipment should not be allowed within a 45 degree angle from the base of the wall. 5. All walls should be properly drained such that hydrostatic pressure will not build up behind the wall. X:1Masterpocs1Specificdtion sheetfSHORT SPEC - CONCRETE rev 020607.doc Page 1 of 1 Project: Pd<14%P C 1 Date: 4P7 / Page: 9 DESIGN CRITERIA A. Governing Codes: 1. 2004 Oregon Structural Specialty Code (OSSC) (IBC 2003) 2. International Residential Code 2000 3. American Concrete Institute (ACI) 318R -02 4. American Institute of Steel Construction (AISC), Allowable Stress Design (ASD) 5. American Institute of Steel Construction (AISC), Load and Resistance Factor Design, Edition II 6. American Institute of Timber Construction (AITC) 7. Concrete Masonry Association (CMA) 8. National Design Specification for Wood Construction, 2001 Edition B. Design Loads: 1. Snow Loads: a. Ground Snow Load = PSF b. Roof Snow Load = Vi; PSF c. Elevation = feet above sea level d. Reference: Snow load analysis for Oregon. Revised 2/78 by the Structural Engineers Association of Oregon 2. Wind Loads: a Wind Speed = 6 6 0 MPH b. Exposure = f�✓"' . c. Building Ht = feet 3. Seismic: a. County: b. Zip Code: •70-3 c. Site Classification: a ITTE 5Ibt0 D d.. Occupancy Category: .1- eA e. Seismic Use Group: f. Spectral response acceleration for a short period S : � V I"' f g. Spectral response acceleration for a long period S, : v C. Soil Design Values: Reference: iwuts , rio`>' C RI 1 l q pc 1247 43i-¢ 1. Allowable Soil bearing pressure: D.L. +L.L. = G C7DC7 PSF 2 2. Coefficient of friction (soil to concrete) = Pi 3 C7 3. Active equivalent fluid pressure = `�(.; PCF (backfill) 4. Active equivalent fluid pressure= PCF (b kfill) 5. Passive pressure= / L/ 1 : - /C 2 PSF (Max= t C PSF) t PROJECT: \ DATE: PAGE: VERTICAL LOADS ROOF PSF , : ' Roofing V i -a 19 z., z. Plywood 0 /& 1 /7 ( C' 1 ■ 1 - l y4y 6' 2. ) , Framing - . Insulation Gypsum BD Misc 77,0 GLl, � ' Total Dead Load ) 5 PSF PSF Live Load V PSF PSF Total • FLOOR 4 PSF V5 ` � Plywood , V Framing T41. CoP 11M S, &no t7t7t L5 Pe) rs 'Z, ? FLz Insulation 1 Gypsum BD I f t hirli M., (Opp4 Misc __— 'L FZ . r 1 '3 • pAtenpw 'Z2 'fit Total Dead Load 1 PSF d 4 ,a Live Load PSF 'ZD= 1 (, G. Total e7 t _ ` _ 'e'3P WALLS: Exter PSF Interior 1 ,'( Studs l�� C r cj 1 S71 W C9 0.-..... S� Insulation Gypsum BD 2.' f, , Total r l PSF Total fP PSF NNicoli Project: OFFICE BUILDING; Page: Client: HARRIS / McMONAGsAL By ENK ENGINEERING, INC. Job No.: 01-0111 Date: 2/19/01 poop viet,7 In g;.ici rsr 3,* I 1a4N, • _ �1, �� 2.,1<1d. � = ti \ re L • 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 MNicoli • Project: OFFICE BUILDING Client: 1- 4ARRIS / McMONAC. AL Page: By. ENK ENGINEERING, INC. Job No.: 01 -0111 Date: 2/19/01 aa V VAA � -x1 A-. 410% t,t% 4P 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 7 COMPANY PROJECT . - Nicoll Engineering, Inc. HARRIS/ McMONAGLE � I . I Wood WO ® : 1 S : T g rd. OR 97281 RB ROOF BEAMS .o SOlTPARE FOR WOOD DESIGN Feb. 20, 2007 10:45 RB -1.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 Full UDL 47.0 No Load2 Snow Full UDL 53.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 14'-6" Dead 341 341 Live 384 384 Total 725 725 Bearing: LC number 2 2 Length 1.00 1.00 Lumber -soft, D.Fir -L, No.2, 4x12" 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 = 24 Fv' = 207 fv /Fv' = 0.12 Bending( +) fb = 427 Fb' = 1092 fb /Fb' = 0.39 Live Defl'n 0.08 = <L/999 0.48 = L/360 0.16 Total Defl'n 0.18 = L/941 0.73 = L/240 0.25 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 0.960 1.100 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 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 Custom duration factor for Wind load = 1.33 Bending( +): LC# 2 = D +S, M = 2628 lbs -ft Shear : LC# 2 = D +S, V = 725, V design = 631 lbs Deflection: LC# 2 = D+S EI= 664e06 lb -in2 Total Deflection = 1.50(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. Project: OFFICE BUILDING Page: v ` N I Co Ii Client: HARRIS / McMONAGAL By. ENK ENGINEERING, INC. Job No.: 01 -0111 Date: 2/19/01 c j k 1 -I j= 1,°0,-6 ( PO 1)r' F -.0 ■ ICI t m � I 11 ff'' 12t 1(o'T-J -tAv9) 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 TJ -Beam® 6.25 S 1~4? erial Number: 611114 1 4" TJ I® 360 @ 16" O/c User: 2 2/19/07 4:50:48 PM .Pagel Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 18' 9" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration, 15.0 Dead, 20.0 Partition SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead/Uplift/Total 1 Stud wall 5.50" 4.25" 625/438/0/1063 End, Rim 1 Ply 1 1/4" x 14" 0.8E TJ- Strand Rim Board® 2 Stud wall 5.50" 4.25" 625 / 438 / 0 / 1063 End, Rim 1 Ply 1 1/4" x 14" 0.8E TJ -Strand Rim Board® DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1020 -1011 1955 Passed (52 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1020 1020 1505 Passed (68 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 4590 4590 7335 Passed (63 %) MID Span 1 under Floor loading Live Load Defl (in) 0.261 0.400 Passed (U829) MID Span 1 under Floor loading Total Load Defl (in) 0.443 0.900 Passed (L/487) MID Span 1 under Floor loading TJPro 47 30 Passed Span 1 - Deflection Criteria: STANDARD(LL:0.400 ",TL:U240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2 ". Intermediate supports, 5 1/4 ". - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.77 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Pete Ketchum Nicoli Engineering PO Box 23784 Tigard, OR 97281 Phone : (503) 620 -2086 Fax : (503) 684-3636 Copyright 0 2006 by True Joist, a Weyerhaeuser Business TJIa and TJ -Beam® are registered trademarks of True Joist. e -I Joist ° ,Pro ° and TJ-Pro' are trademarks of True Joist. X. \J- 070111 Scoff ins Street LLC - Harris McMonagle New Building \Calculations \TJI -1.sms . Tief4,014t. V TJ- searr16.25 Serial Number: o hm 14" T..11® 360 @ 16" o/c User: 2 „Page2 En THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 18' 0.00" Max. Vertical Reaction Total (lbs) 1063 1063 Max. Vertical Reaction Live (lbs) 625 625 Selected Bearing Length (in) 4.25(W) 4.25(W) Max. Unbraced Length (in) 50 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 416 -416 Max Shear at Support (lbs) 420 -420 Member Reaction (lbs) 420 420 Support Reaction (lbs) 438 438 Moment (Ft -Lbs) 1890 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 1011 -1011 Max Shear at Support (lbs) 1020 -1020 Member Reaction (lbs) 1020 1020 Support Reaction (lbs) 1063 1063 Moment (Ft -Lbs) 4590 Live Deflection (in) 0.261 Total Deflection (in) 0.443 PROJECT INFORMATION: OPERATOR INFORMATION: Pete Ketchum Nicoli Engineering PO Box 23784 Tigard, OR 97281 Phone: (503) 620 -2086 Fax : (503) 684-3636 Copyright ° 2006 by True Joist, a Weyerhaeuser Business TJI° and TJ -Beam° are registered trademarks of True Joist. e -I Joist ° ,Pro ° and TJ -Pro are trademarks of True Joist. X: \J- 070111 Scoffins Street LLC - Harris McMonagle New Building \Calculations \TJI -l.sms 7 e4 TJI -2 c l TJ -Beam® 6.25 Serial Number: "� 16" TJI0/L90 @ 16" o/c User: 2 E 6M -Page 1 Engingune e Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 18'9" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration, 15.0 Dead, 20.0 Partition Vertical Loads: Type Class Live Dead Location Application Comment Uniform(psf) Floor(1.00) 70.0 0.0 0 To 16' 9" Adds To Uniform(psf) Floor(1.00) 80.0 0.0 16' 9" To 18' 9" Adds To Uniform(psf) Floor(1.00) 0.0 15.0 0 To 18' 9" Adds To SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead/Uplift/Total 1 Stud wall 5.50" 4.25" 1501 / 625 / 0 / 2126 End, Rim 1 Ply 1 1/4" x 16" 0.8E TJ- Strand Rim Board® 2 Stud wall 5.50" 4.25" 1526 / 625 / 0 / 2151 End, Rim 1 Ply 1 1/4" x 16" 0.8E TJ -Strand Rim Board® -Web stiffeners are required at support(s): 1, 2. See TJI JOIST INSTALLATION INFORMATION for nailing requirements. DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) -2061 -2041 2330 Passed (88 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 2061 2061 2330 Passed (88 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 9189 9189 13115 Passed (70 %) MID Span 1 under Floor loading Live Load Defl (in) 0.345 0.400 Passed (L/627) MID Span 1 under Floor loading Total Load Defl (in) 0.488 0.900 Passed (U443) MID Span 1 under Floor loading TJPro 57 30 Passed Span 1 - Deflection Criteria: STANDARD(LL:0.400 ",TL:U240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2 ". Intermediate supports, 5 1/4 ". - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 6' 1" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.41 PROJECT INFORMATION: OPERATOR INFORMATION: HARRIS/ McMONAGAL Pete Ketchum Nicoll Engineering PO Box 23784 Tigard, OR 97281 Phone: (503) 620 -2086 Fax : (503) 684-3636 Copyright C 2006 by True Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of True Joist. e -I Joist ",Pro" and TJ -Pro'" are trademarks of True Joist. X, \J- 070111 Scoff ins Street LLC - Harris McMonagle New Building \Calculations \TJI -2.sms T & TJI -2 S v • TJ- Beam 6.25 Serial N 700 1114 16" TJ 1 ®/L90 @ 16" c/c User: 2 2/19/07 5:06:33 PM • .,P age 2 Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. • • • PROJECT INFORMATION: OPERATOR INFORMATION: HARRIS/ McMONAGAL Pete Ketchum Nicoll Engineering PO Box 23784 Tigard, OR 97281 Phone: (503) 620 -2086 Fax : (503) 684 -3636 Copyright ° 2006 by True Joist, a Weyerhaeuser Business TJI° and TJ -Beam® are registered trademarks of True Joist. e -I Joist ° ,Pro ° and TJ -Pro are trademarks of True Joist. %: \J- 070111 Scoff ins Street LLC - Harris McMonagle New Building \Calculations \TJI -2.sms • T.:1 TJI - I � 2 TJ- Beam 6.25 Serial Number: 7005116114 ` `"� 16" TJI® /L90 @ 16" O/C User: age 2/19/07 3 EnneVer Version: n: 625.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN ,Page Engine Versin: .25.71 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 18' 0.00" Max. Vertical Reaction Total (lbs) 2126 2151 Max. Vertical Reaction Live (lbs) 1501 1526 Selected Bearing Length (in) 4.25(W) 4.25(w) Max. Unbraced Length (in) 73 • Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 594 -594 Max Shear at Support (lbs) 600 -600 Shear Within Span (lbs) -492 Member Reaction (lbs) 600 600 Support Reaction (lbs) 625 625 Moment (Ft -Lbs) 2700 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 2022 -2041 Max Shear, at Support (lbs) 2041 -2061 Shear Within Span (lbs) -1671 Member Reaction (lbs) 2041 2061 Support Reaction (lbs) 2126 2151 Moment (Ft -Lbs) 9189 Live Deflection (in) 0.345. Total Deflection (in) 0.488 PROJECT INFORMATION: OPERATOR INFORMATION: HARRIS/ McMONAGAL Pete Ketchum Nicoli Engineering PO Box 23784 Tigard, OR 97281 Phone: (503) 620 -2086 Fax : (503) 684-3636 Copyright ° 2006 by True Joist, a Weyerhaeuser Business TJI° and TJ -Beam° are registered trademarks of True Joist. e -I Joist ° ,Pro ° and TJ -Pro are trademarks of True Joist. X: \J- 070111 Scof fins Street LLC - Harris McMonagle New Building \Calculations \TJI -2.sms `N • • Project: OFFICE BUILDING Page: 4 ' 0 Client: HARRIS / McMONAGAL By ENK ENGINEERING, INC. Job No.: 01 -0111 Date: 2/19/01 9 ,1 o ) L d ;1 10 T.) 1 CP) � 4 w ) T7sie- w �f ', s' 11 U, ■ Ts) 1 " 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 W W,.... . TJI-3 L TJ- Beam 6.25 Serial Number: 7005116114 16" TJ I®/L90 @ 16" O/C ,Page1 EngineVersion:625.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED j 111 El 1. 18• 9•• a Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration, 15.0 Dead, 20.0 Partition Vertical Loads: Type Class Live Dead Location Application Comment Uniform(psf) Floor(1.00) 70.0 0.0 0 To 9' 9" Adds To Uniform(psf) Floor(1.00) 80.0 0.0 9' 9" To 18' 9" Adds To Uniform(psf) Floor(1.00) 0.0 15.0 0 To 18' 9" Adds To SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead/Uplift/Total 1 Stud wall 5.50" 4.25" 1528 / 625 / 0 / 2153 End, Rim 1 Ply 1 1/4" x 16" 0.8E TJ -Strand Rim Board® 2 Stud wall 5.50" 4.25" 1592 / 625 / 0 / 2217 End, Rim 1 Ply 1 1/4" x 16" 0.8E TJ -Strand Rim Board® -Web stiffeners are required at support(s): 1, 2. See TJI JOIST INSTALLATION INFORMATION for nailing requirements. DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) -2127 -2107 2330 Passed (90 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 2127 2127 2330 Passed (91%) Bearing 2 under Floor loading Moment (Ft -Lbs) 9430 9430 13115 Passed (72 %) MID Span 1 under Floor loading Live Load Defl (in) 0.357 0.400 Passed (L/605) MID Span 1 under Floor loading Total Load Defl (in) 0.501 0.900 Passed (U431) MID Span 1 under Floor loading TJPro 57 30 Passed Span 1 - Deflection Criteria: STANDARD(LL:0.400 ",TL:U240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2 ". Intermediate supports, 5 1/4". - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 6' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.41 PROJECT INFORMATION: OPERATOR INFORMATION: HARRIS! McMONAGAL Pete Ketchum Nicoll Engineering PO Box 23784 Tigard, OR 97281 Phone: (503) 620 -2086 Fax : (503) 684-3636 Copyright C 2006 by True Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of True Joist. e -I Joist ",Pro" and TJ -Pro" are trademarks of True Joist. X: \J- 070111 Scoff ins Street LI,C - Harris McMonagle New Building \Calculations \TJI -2.sms • q geht TJI -3 '"` "x'"51611 Business 16" TJI ® /L90 @ 16" o/c TJ- Beam 6.25 Serial Number: 70051116114 User: 2 2/19/07 5:09:02 PM • „Page2 Engine Version: 625.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. • • • • PROJECT INFORMATION: OPERATOR INFORMATION: HARRIS! McMONAGAL Pete Ketchum Nicoli Engineering PO Box 23784 Tigard, OR 97281 Phone : (503) 620-2086 Fax : (503) 684-3636 Copyright a 2006 by True Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of True Joist. e -I Joist ° ,Pro ° and TJ -Pro are trademarks of True Joist. • X. \J- 070111 Scoffins Street LLC - Harris McMonagle New Building \Calculations \TJI -2.sms Ti;f4gw. TJI -3 )1 '"wrhaeus" 1 6" TJI0/L90 @ 16" o/c TJ -Beam 6.25 Serial Number: 7005116114 User: 2 2!19107 5:09:03 PM ' 3 age3 Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 18' 0.00" Max. Vertical Reaction Total (lbs) 2153 2217 Max. Vertical Reaction Live (lbs) 1528 1592 Selected Bearing Length (in) 4.25(W) 4.25(W) Max. Unbraced Length (in) 72 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 594 -594 Max Shear at Support (lbs) 600 -600 Shear Within Span (lbs) -25 Member Reaction (lbs) 600 600 Support Reaction (lbs) 625 • 625 Moment (Ft -Lbs) 2700 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor . Shear at Support (lbs) 2049 -2107 • Max Shear at Support (lbs) 2068 -2127 Shear Within Span (lbs) -57 Member Reaction (lbs) 2068 2127 Support Reaction (lbs) 2153 2217 Moment (Ft -Lbs) 9430 Live Deflection (in). 0.357 Total Deflection (in) 0.501 • • PROJECT INFORMATION: OPERATOR INFORMATION: HARRIS/ McMONAGAL Pete Ketchum • Nicoli Engineering PO Box 23784 Tigard, OR 97281 • Phone: (503) 620 -2086 Fax : (503) 684-3636 Copyright C 2006 by True Joist, a Weyerhaeuser Business TJI° and TJ -Beam® are registered trademarks of True Joist. e -I Joist ° ,Pro ° and TJ -Pro are trademarks of True Joist. x: \J- 070111 Scoff ins Street LLC - Harris McMonagle New Building \Calculations \TJI -2.sms C I ��I g (� TJI-4 TJ- Bearrr� 6.25 Serial Neer: 7005116114 ` 16" TJ 10/L90 @ 12" o/c User: 2 2/19/07 5:11:53 PM ,Page1 Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED j 41 0 98. 9" d Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration, 15.0 Dead, 20.0 Partition Vertical Loads: Type Class Live Dead Location Application Comment Uniform(psf) Floor(1.00) 100.0 0.0 0 To 18' 9" Adds To Uniform(psf) Floor(1.00) 0.0 15.0 0 To 18' 9" Adds To SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead/Uplift/Total 1 Stud wall 5.50" 4.25" 1406/469 /0 /1875 End, Rim 1 Ply 1 1/4" x 16" 0.8E TJ -Strand Rim Board® 2 Stud wall 5.50" 4.25" 1406 / 469 / 0 / 1875 End, Rim 1 Ply 1 1/4" x 16" 0.8E TJ -Strand Rim Board® DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1800 -1783 2330 Passed (77 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1800 1800 1885 Passed (95 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 8100 8100 13115 Passed (62 %) MID Span 1 under Floor loading Live Load Defl (in) 0.329 0.400 Passed (L/657) MID Span 1 under Floor loading Total Load Defl (in) 0.438 0.900 Passed (U493) MID Span 1 under Floor loading TJPro 60 30 Passed Span 1 - Deflection Criteria: STANDARD(LL:0.400 ",TL:U240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2 ". Intermediate supports, 5 1/4 ". - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 6' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 3.05 PROJECT INFORMATION: OPERATOR INFORMATION: HARRIS/ McMONAGAL Pete Ketchum Nicoli Engineering PO Box 23784 Tigard, OR 97281 Phone: (503) 620 -2086 Fax : (503) 684-3636 Copyright ° 2006 by True Joist, a Weyerhaeuser Business TJIa and TJ -Beam° are registered trademarks of True Joist. e -I Joist ° ,Pro ° and TJ -Pro° are trademarks of True Joist. Xe \J- 070111 Scof fins Street LLC - Harris McMonagle New Building \Calculations \THI -4.sms Tel TJ I-4 • 1 • ' ""` 700511611 TJ- Beam 16 TJI ® /L90 @ 12 o/c • Q�1 6.25 Serial Number: 7005116114 User: ge 2 2/19/07 T HIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN :Page 2 Engine Version: 6.25.71 ' CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and, stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: HARRIS/ McMONAGAL Pete Ketchum Nicoli Engineering • PO Box 23784 Tigard, OR 97281 • Phone: (503) 620 -2086 Fax : (503) 684-3636 Copyright ° 2006 by True Joist, a Weyerhaeuser Business TJI® and TJ -Beam° are registered trademarks of True Joist. e -I Joist ° ,Pro ° and TJ -Pro are trademarks of True Joist. X : \J- 070111 Scot fine Street LLC - Harris McMonagle New Building \Calculations \THI -4.sms 41149, ?�f TJI-4 " r:700 116 16 TJI® /L90 @ 12" o/c TJ- Beam 6.25 Serial Number: 70051161 User: 3 Engine Version: 6.25.71 5:11:57 6M ,Page e 3 Engine THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 18' 0.00" Max. Vertical Reaction Total (lbs) 1875 1875 Max. Vertical Reaction Live (lbs) 1406 1406 Selected Bearing Length (in) 4.25(w) 4.25(W) Max. Unbraced Length (in) 78 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 446 -446 Max Shear at Support (lbs) 450 -450 Member Reaction (lbs) 450 450 Support Reaction (lbs) 469 469 Moment (Ft -Lbs) 2025 • Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 1783 -1783 Max Shear at Support (lbs) 1800 -1800 Member Reaction (lbs) 1800 ' 1800 Support Reaction (lbs) 1875 1875 Moment (Ft -Lbs) 8100 Live Deflection (in) 0.329 ,Total Deflection (in) 0.438 • PROJECT INFORMATION: OPERATOR INFORMATION: HARRIS/ McMONAGAL Pete Ketchum Nicoli Engineering • PO Box 23784 Tigard, OR 97281 • Phone: (503) 620 -2086 Fax : (503) 684-3636 Copyright C 2006 by True Joist, a Weyerhaeuser Business TJI® and TJ -Beam are registered trademarks of True Joist. e -I Joist ° ,Pro ° and TJ -Pro are trademarks of True Joist. X: \J- 070111 Scoff ins Street LLC - Harris McMonagle New Building \Calculations \THI -4.sme • Project: OFFICE BUILDING Page: *V NNicoli Client: l- 1ARRIS / McMONACsAL By. ENK ENGINEERING, INC. Job No.: 01 -0111 Date: 2/19/01 \74 w IAA L 1/17 ) v 10. LID ®I 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 � , T.11-3E v V m� TJ- Beam 6.25 Serial N mber: 7700511668 a 16" TJ 1®/L90 @ 16" o/c User: Engine Version: 6.25.71 6M -Page 1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN 1 Engine CONTROLS FOR THE APPLICATION AND LOADS LISTED • III El • 18' 9" A Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration, 15.0 Dead, 20.0 Partition Vertical Loads: Type Class Live Dead Location Application Comment Uniform(psf) Floor(1.00) 100.0 0.0 16' 9" To 18' 9" Adds To Uniform(psf) Floor(1.00) 0.0 15.0 0 To 18' 9" Adds To Uniform(psf) Floor(1.00) 80.0 0.0 0 To 16' 9" Adds To SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead/Uplift/Total 1 Stud wall 5.50" 4.25" 1627 / 625 / 0 / 2252 End, Rim 1 Ply 1 1/4" x 16" 0.8E TJ -Strand Rim Board® 2 Stud wall 5.50" 4.25" 1676 / 625 / 0 / 2301 End, Rim 1 Ply 1 1/4" x 16" 0.8E TJ -Strand Rim Board® -Web stiffeners are required at support(s): 1, 2. See TJI JOIST INSTALLATION INFORMATION for nailing requirements. DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) -2201 -2179 2330 Passed (94 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 2201 2201 2330 Passed (94 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 9738 9738 13115 Passed (74 %) MID Span 1 under Floor loading Live Load Defl (in) 0.374 0.400 Passed (U578) MID Span 1 under Floor loading Total Load Defl (in) 0.517 0.900 Passed (L/418) MID Span 1 under Floor loading TJPro 57 30 Passed Span 1 - Deflection Criteria: STANDARD(LL:0.400 ",TL:U240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2 ". Intermediate supports, 5 1/4 ". - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 5' 11" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.41 PROJECT INFORMATION: OPERATOR INFORMATION: HARRIS/ McMONAGAL Pete Ketchum Nicoli Engineering PO Box 23784 Tigard, OR 97281 Phone: (503) 620 -2086 Fax : (503) 684-3636 Copyright e 2006 by True Joist, a Weyerhaeuser Business TJI® and TJ -Beams are registered trademarks of True Joist. e -I Joist ",Pro" and TJ -Pro" are trademarks of True Joist. X' \J- 070111 Scoff ins Street LLC - Harris McMonagle New Building \Calculations \TJI -5.ema 42:1 41/ TJI-4 • 7.1-Bean 6.25 Serial N 16" TJI® /L90 @ 16" o/c User: 2 E:6M 'Page age 2 Enn gine ine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Ve CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. • • • • • PROJECT INFORMATION: OPERATOR INFORMATION: HARRIS/ McMONAGAL Pete Ketchum Nicoll Engineering PO Box 23784 Tigard, OR 97281 Phone: (503) 620 -2086 • Fax : (503) 684-3636 Copyright o 2006 by True Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of True Joist. e -I Joist ° ,Pro ° and TJ -Pro are trademarks of True Joist. X. \J- 070111 Scof fine Street LLC - Harris McMonagle New Building \Calculations \TJI -5.sms • • • v4( �jZ TJI-4 ' 70051 61 1 ` n� 16" T,110/L90 @ 16" o/c TJ -Beans 6.25 Serial Numbe 70051 User: 3 Ei 6M ,Page e 3 Enngine ne Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group • 18' 0.00" A Max. Vertical Reaction Total (lbs) 2252 2301 Max. Vertical Reaction Live (lbs) 1627 1676 Selected Bearing Length (in) 4.25(W) 4.25(W) Max. Unbraced Length (in) 71 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 594 -594 Max Shear at Support (lbs) 600 -600 Shear Within Span (lbs) -492 Member Reaction (lbs) 600 600 Support Reaction (lbs) 625 625 Moment (Ft -Lbs) 2700 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 2142 -2179 Max Shear at Support (lbs) 2162 -2201 Shear Within Span (lbs) -1768 Member Reaction (lbs) 2162 2201 Support Reaction (lbs) 2252 2301 Moment (Ft -Lbs) 9738 Live Deflection (in) 0.374 Total Deflection (in) 0.517 PROJECT INFORMATION: OPERATOR INFORMATION: HARRIS/ McMONAGAL Pete Ketchum Nicoli Engineering • PO Box 23784 Tigard, OR 97281 • Phone : (503) 620 -2086 • Fax :(503)6841-3636 Copyright C 2006 by True Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of True Joist. e -I Joist ° ,Pro ° and TJ -Pro are trademarks of True Joist. X' \J- 070111 Scoff ins Street LLC - Harris McMonagle New Building \Calculations \TJI -5.sms • L / Project: OFFICE BUILDING Client: HARRIS / McMONAGAL Page: 71D ENK ENGINEERING, INC. Job No.: 07 -0111 Date: 2/19/07 t2 >k� V IP v" e( f7 yt 0 UAL W4g 5 At5 \ V iv loP V✓ ?e,2L vS 2110 Pb 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 COMPANY PROJECT i Woo d Wo r k s Nicoli Engineering, Inc. HARRIS/ BEAMS Pic Box 237e FLOOR BEAMS Tigard, OR 97281 FB -1 SOFRYAYE FOR WOOD OE90M 2007 11 06 FB Feb. . 0,2 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 141.0 No Load2 Snow Full UDL 938.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 20' Dead 1410 1410 Live 9380 9380 Total 10790 10790 Bearing: LC number 2 2 Length 1.54 1.54 Glulam -Bal., West Species, 24F -1.8E WS, 10- 3/4x15" 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 Anal sis /Design Shear fv = 88 Fv' = 276 fv /Fv' = 0.32 Bending( +) fb = 1606 Fb' = 2519 fb /Fb' = 0.64 Live Defl'n 0.62 = L/386 0.67 = L/360 0.93 Total Defl'n 0.76 = L /315 1.00 = L/240 0.76 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb 2400 1.15 1.00 1.00 1.000 0.913 1.00 1.00 1.00 1.00 - 2 Fv' 240 1.15 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 Custom duration factor for Wind load = 1.33 Bending( +): LC# 2 = D +S, M = 53950 lbs -ft Shear : LC# 2 = D +S, V = 10790, V design = 9441 lbs Deflection: LC# 2 = D +S 81= 5442e06 lb -in2 Total Deflection = 1.50(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). - v1 COMPANY PROJECT .00 Nicoll Engineering, Inc. HARRIS! McMONAGLE I' Woo � / �^ ksu9 PO Box 23784 FLOOR BEAMS ` V Y O : Tigard, OR 97281 FBI 2 SOFFWARE FOR WOOD DESIGN Feb. 20, 2007 11:00 RB- 2.wrwb Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern Loadl Dead Full UDL 75.0 No Load2 Snow Full UDL 400.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (In) : � o 0 ' 4'-6" Dead 169 169 Live 900 900 Total 1069 1069 Bearing: LC number 2 2 Length 1.00 1.00 PSL, 2.0E, 2900Fb, 2- 11/16x16" 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 = 15 Fv' = 328 fv /Fv' = 0.05 Bending( +) fb = 126 Fb' = 3081 fb /Fb' = 0.04 Live Defl'n 0.00 = <L/999 0.15 = L/360 0.01 Total Defl'n 0.00 = <L/999 0.22 = L/240 0.01 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2900 1.15 - 1.00 0.924 1.00 - 1.00 1.00 - - 2 Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Custom duration factor for Wind load = 1.33 Bending( +): LC# 2 = D +S, M = 1202 lbs -ft Shear : LC# 2 = D +S, V = 1069, V design = 435 lbs Deflection: LC# 2 = D +S EI= 1835e06 lb -in2 Total Deflection = 1.50(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. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. • Project: OFFICE BUILDING Client: �/ NNicoli Client: HARRIS / McMONACsAL By. ENK - ENGINEERING, INC. Job No.: 01-0111 Date: 2/19/01 0 0-1 G9 (A)1,7 rig, 5 -t-ifiy(' 5(7Pir -/t1/4;• f AA117 • 14o. 1 2/ iA "Z l4 V6, ‘ .17 + I 5,1) (1°.t? ( At- i , 4‘ -2, —ft°1 1 Vii T P1 ( 1 rA4,- tete (72 rt/r 1/1,S" A t7, 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax (503) 684 -3636 N • Project: OFFICE BUILDING Page: - l I C O I I � Client: HARRIS / McMONAGAL By. ENK ENGINEERING, INC. Job No.: 01 -0111 Date: 2/19/01 \A 6 (7 ►,cam, 2 '" (-= 1 — Lo°1/ r?e qi 4— tp 4`1 to. ),c74 J _► V) 7 i 4 ' •=- 4-10 t 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620-2086 • Fax: (503) 684 -3636 • • Project: OFFICE BUILDING Page: 27 NNicoii Client: HARRIS / McMONAGAL By. ENK ENGINEERING, INC. Job No.: 01 -0111 Date: 2/19/01 \A '4 4°g 77 Y fig 1/ f �) 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax (503) 684 -3636 7 1 i COMPANY PROJECT S Woo " d : o rk s' TiardxOR 97281 Inc. H- N EVADERS McMONAGLE - - . SOFTWARE FOR WOOD DESJC 9 .. :. -. Feb. 20, 2007 10:30 H -1.wwb Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or Of ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern Loadl Dead Full UDL 50.0 No Load2 Snow Full UDL 38.3 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 6' Dead 150 150 Live 115 115 Total 265 265 Bearing: LC number 2 2 Length 1.00 1.00 Lumber -soft, D.Fir -L, No.2, 4x6" 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 = 17 Fv' = 207 fv /Fv' = 0.08 Bending( +) fb = 270 Fb' = 1345 fb /Fb' = 0.20 Live Defl'n 0.01 = <L/999 0.20 = L/360 0.07 Total Defl'n 0.04 = <L/999 0.30 = L/240 0.14 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 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 Custom duration factor for Wind load = 1.33 Bending( +): LC# 2 = D +S, M = 397 lbs -ft Shear : LC# 2 = D +S, V = 265, V design = 224 lbs Deflection: LC# 2 = D +S EI= 78e06 lb -in2 Total Deflection = 1.50(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 Nicoll v I Wood W r V C Tigard, PO � OR 97281 Inc. HEADERS McMONAGLE .. .. .. - -. .. - SD77WAREFOR WOOD DESIGN Feb. 20, 2007 10:31 H 2 wwb Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern Loads Dead Full UDL 316.0 No Load2 Snow Full UDL 660.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : A A 0 ' 5' Dead 790 790 Live 1650 1650 Total 2440 2440 Bearing: LC number 2 2 Length 1.12 1.12 Lumber -soft, D.Fir -L, No.2, 4x8" 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 = 109 Fv' = 207 fv /Fv' = 0.53 Bending( +) fb = 1194 Fb' = 1335 fb /Fb' = 0.89 Live Defl'n 0.05 = <L/999 0.17 = L/360 0.31 Total Defl'n 0.09 = L/669 0.25 = L/240 0.36 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 0.992 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 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 Custom duration factor for Wind load = 1.33 Bending( +): LC# 2 = D +S, M = 3050 lbs -ft Shear : LC# 2 = D +S, V = 2440, V design = 1850 lbs Deflection: LC# 2 = D +S EI= 178e06 lb -in2 Total Deflection = 1.50(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 • Nicoll Engineering, Inc. HARRIS/ McMONAGLE PO Box 23784 I I w00a Wo r IS Tigard, OR 97281 H--- 3 ADERS SOITWARC• FOR WOOD DWCN Feb. 20, 2007 10:33 H -3.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 Full UDL 316.0 No Load2 Snow Full UDL 660.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : O o 0' 6 Dead 948 948 Live 1980 1980 Total 2928 2928 Bearing: LC number 2 2 Length 1.34 1.34 Lumber -soft, D.Fir -L, No.2, 4x10" 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 = 101 Fv' = 207 fv /Fv' = 0.49 Heading( +) fb = 1056 Fb' = 1227 fb /Fb' = 0.86 Live Defl'n 0.05 = <L/999 0.20 = L/360 0.26 Total Defl'n 0.09 = L /804 0.30 = L/240 0.30 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 0.988 1.200 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 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 Custom duration factor for Wind load = 1.33 Beading( +): LC# 2 = D +S, M = 4392 lbs -ft Shear : LC# 2 = D +S, V = 2928, V design = 2176 lbs Deflection: LC# 2 = D +S EI= 369e06 lb -in2 Total Deflection = 1.50(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 ® p' ® Nicoli Engineering, Inc. HARRIS/ McMONAGLE W� °O C� WO I : : Tigard, PO Box 23784 OR 97281 H4 HEADERS SOFTWARE FOR WOOD DEMON Feb. 20, 2007 10:35 H -4 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 Full UDL 59.0 No Load2 Snow Full UDL 75.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 10' -6" Dead 310 310 Live 394 394 Total 703 703 Bearing: LC number 2 2 Length 1.00 1.00 Timber -soft, D.Fir -L, No.2, 6x10" 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 Anal sis /Design Shear fv = 17 Fv' = 195 fv /Fv' = 0.09 Bending( +) fb = 268 Fb' = 1006 fb /Fb' = 0.27 Live Defl'n 0.04 = <L/999 0.35 = L/360 0.11 Total Defl'n 0.09 = <L/999 0.52 = L/240 0.17 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load = 1.33 Heading( +): LC# 2 = D +S, M = 1847 lbs -ft Shear : LC# 2 = D +S, V = 703, V design = 597 lbs Deflection: LC# 2 = D +S EI= 511e06 lb -in2 Total Deflection = 1.50(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 Nicoll Engineering, 11 I WOO Works T PO gard,OR 97281 Inc. HEADERS McMONAGLE SOlTWARE FOR WOOO OESIf.N; Feb. 20, 2007 10:37 H -5.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 141.0 No Load2 Snow Full UDL 469.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0 0' 5' Dead 352 352 Live 1173 1173 Total 1525 1525 Bearing: LC number 2 2 Length 1.00 1.00 Lumber -soft, D.Fir -L, No.2, 4x8" 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' = 207 fv /Fv' = 0.33 Bending( +) fb = 746 Fb' = 1335 fb /Fb' = 0.56 Live Defl'n 0.04 = <L/999 0.17 = L/360 0.22 Total Defl'n 0.05 = <L/999 0.25 = L/240 0.22 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 0.992 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fop' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load = 1.33 Bending( +): LC# 2 = D +S, M = 1906 lbs -ft Shear : LC# 2 = D +S, V = 1525, V design = 1156 lbs Deflection: LC# 2 = D +S EI= 178e06 lb -in2 Total Deflection = 1.50(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 k Nicoll Engineering, Inc. HARRIS/ McMONAGLE I ' I 00 v �! O I ) Tigard, OR 97281 H -6 HEADERS SOJ WAREFOR WOOD DEVON: Feb. 2007 10:39 H-6 wwb e 2 0.2 Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern Loadl Dead Full UDL 141.0 No Load2 Snow Full UDL 469.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0 ' 10' -6" Dead 740 740 Live 2462 2462 Total 3202 3202 Bearing: LC number 2 2 Length 1.00 1.00 Timber -soft, D.Fir -L, No.2, 6x12" 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 = 62 Fv' = 195 fv /Fv' = 0.32 Bending( +) fb = 832 Fb' = 997 fb /Fb' = 0.83 Live Defl'n 0.14 = L/890 0.35 = L/360 0.40 Total Defl'n 0.21 = L/613 0.52 = L/240 0.39 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 875 1.15 1.00 1.00 0.991 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fop' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load = 1.33 Bending( +): LC# 2 = D +S, M = 8407 lbs -ft Shear : LC# 2 = D +S, V = 3202, V design = 2618 lbs Deflection: LC# 2 = D +S EI= 906e06 lb -in2 Total Deflection = 1.50(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. 31 COMPANY PROJECT • Nicoll Engineering, Inc. HARRIS/ McMONAGLE l a WoodWorks® Tigardx 23784 H- EADERS Feb. 2 2007 10 40 H 7 wwb SOFTWARE FOR WOOD 57 .N _ a 0, 2 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 Full UDL 141.0 No Load2 Snow Full UDL 469.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0 ' 8' Dead 423 423 Live 1407 1407 Total 1830 1830 Bearing: LC number 2 2 Length 1.00 1.00 Timber -soft, D.Fir -L, No.2, 6x8" 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 = 53 Fv' = 195 fv /Fv' = 0.27 Bending( +) fb = 639 Fb' = 862 fb /Fb' = 0.74 Live Defl'n 0.05 = <L/999 0.20 = L/360 0.27 Total Defl'n 0.08 = L/912 0.30 = L/240 0.26 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 750 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load = 1.33 Bending( +): LC# 2 = D +S, M = 2745 lbs -ft Shear : LC# 2 = D +S, V = 1830, V design = 1449 lbs Deflection: LC# 2 = D +S EI= 251e06 lb -in2 Total Deflection = 1.50(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. ■ I � O I' Proje OFFICE BUILDING Page: Client: HARRIS / McMONAGAL By ENK ENGINEERING, INC. Job No.: O1 -0111 Date: 2/19/01 [I 20 4 I(2 14 lif71: F : � 01,1 fi ,(,)(t 10 Imo ; ( Le`go 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax (503) 684 -3636 9 21 COMPANY PROJECT ® Nicoll Engineering, Inc. HARRIS/ McMONAGLE l)'Ol� or ks PO Box 23784 COLUMNS H/ ; Tigard, OR 97281 C-1 Feb. 20, 2007 11:12 G1.wwc Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern Loadl Dead Axial 1410 (Eccentricity = 0.00 in) Load2 Live Axial 9380 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): e e 0' 11' -3' Timber -soft, D.Fir -L, No.1, 6x6" Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 11.25= 11.25 [ft]; Ke x Ld: 1.00 x 11.25= 11.25 [ft]; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 357 Fc' = 609 fc /Fc' = 0.59 Axial Bearing fc = 357 Fc* = 1000 fc /Fc* = 0.36 ADDITIONAL DATA: FACTORS: F CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1000 1.00 1.00 1.00 0.609 1.000 - - 1.00 1.00 2 Fc* 1000 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Axial : LC# 2 = D +L, P = 10790 lbs (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. I20 :. , . .... . .... .. ....: COMPANY PROJECT ; Nicoll Engineering, Inc. HARRIS/ McMONAGLE WOOdWorks' P O Box 23784 COLUMNS g �� Tigard, OR 97281 C-2 somr *QESOrew000nesrcN , Feb. 20, 2007 11:13 C -2.wwc Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern Loadl Dead Axial 705 (Eccentricity = 0.00 in) Load2 Live Axial 4690 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): e d 0' Timber -soft, D.Fir -L, No.1, 6x6" Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 11.25= 11.25 [ft]; Ke x Ld: 1.00 x 11.25= 11.25 [ft]; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 178 Fc' = 609 fc /Fc' = 0.29 Axial Bearing fc = 178 Fc* = 1000 fc /Fc* = 0.18 ADDITIONAL DATA: FACTORS: F CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1000 1.00 1.00 1.00 0.609 1.000 - - 1.00 1.00 2 Fc* 1000 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Axial : LC# 2 = D +L, P = 5395 lbs (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. • Project: OFFICE BUILDING `N' Co ' 1 Client: HARRIS / McMONACxAL Page: eI I By. ENK - ENGINEERING, INC. Job No.: 01 -0111 Date: 2/19/01 re G1,09 All I✓ar'JT F1 6( 14) Vii)• '?3)47 -I✓ •2, x115= 2/ 17 r 1?2 mi 4 vtr 1A7 1 )) 1 , & \t.1 Az 1( rer V -,967 17 \, U,L25 9025 SW Center Street - PO Box 23784 Tigard Oregon 97281 • Phone (503) 620-2086 • Fax: (503) 684-3636 NNi • Project: OFFICE BUILDING Page: CO I I Client: HARRIS / McMONAGAL By. ENK ENGINEERING, INC. Job No.: 01 -0111 Date: 2/19/01 w I 5 ÷ 1 e r t 0 1-2 -= 1 ./ 4\ i/r W 6, 1 15 We" „ 7 tO ,( (p5 4 2 11 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone (503) 620 -2086 • Fax (503) 684 -3636 • • Project: OFFICE BUILDING Page:�� h NICUll Client: HARRIS / McMONAGAL By ENK ENGINEERING, INC. Job No.: 01 -0111 Date: 2/19/01 1, ViM r L e:# , 7 es-1,c7?‘ i/Jr 1/ A -I- I 'Sr2Y C"=" 45 .* i k.$9(4, / J Pi D v*i (Pr V% C 9 9 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 Project: OFFICE BUILDING Page: 4 `N IC/O'' Client: HARRIS / McMONAGAL By ENK - ENGINEERING, INC. Job No.: 01 -0111 Date: 2/19/01 - 1' 1 t)4 (1, wt cJ Lt 15 lz- cT ` g4 , r _.- 1 -1 - \ v.-if,. 176 c\/= , 2 5 F 'r 1,41 ?1 �D Day Y = 41 n 3 `7, -,-- l' d A 15: AO L.1 II -h" '} 2. L7 sj) E,v t% 5 Cjilerik- 9 1 % I P - - \ I I ' 4t i ' t r ) 2:r'° v is >S.- C� ® c ? c k' \r -a —� e ' , 1 a:\ _ 1 � I ____ il l --4 -, / 1 .,1___., 14V .0 . . • 4 (5 _,,f --- (64 4 1 e1 J/i � r ► h i-,,A4.-iici iti 0 1, to Nr I 7 WAW £ 7 CF 1i 7 A-15 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620-2086 • Fax (503) 684 -3636 • HARRIS / McMONAGLE / t� / , RETAINING WALL J W / POINT LOAD FROM ENTRY • RW - Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 - e: 580014 User: 1 User: KW -003 5.E.0n 003 Cantilevered Retaining Wall Design Page 1 (c)1983.2003 ENERCALC Engi neeriBering g Software Description HARRIS / McMONAGLE 4 g Strengths & Dimensions Criteria Soil Data Footin Stre _., Retained Height = 12.50 ft Allow Soil Bearing = 2,000.0 psf Pc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 psf /ft Toe Width = 4.25 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel a Width = = 1.25 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf /ft Water height over. heel = 0.0 ft Total Footing Width 5.50 Soil Density = 125.00 pcf Footing Thickness = 14.00 in FootinglISoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 725.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 2.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wall to Ftg CL Dist = 4.83 ft Axial Load Applied to Stem 111 Footing Type Pad Base Above /Below Soil Axial Dead Load = 141.0 lbs at Back of Wall _ 1.5 ft Axial Live Load = 469.0 lbs Axial Load Eccentricity = 0.0 in Design Summary 0 Stem Construction Top Stem Stem OK Total Bearing Load = 6,348 lbs Design height ft = 0.00 ...resultant ecc. = 6.86 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 1,874 psf OK Thickness = 12.06 Soil Pressure @ Heel = 434 psf OK Rebar Size # 6 2,000 Rebar Spacing = 10.00 Allowable = psf Rebar Placed at = Edge • Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,747 psf fb /FB + fa/Fa = 0.945 ACI Factored @ Heel = 405 psf Total Force @ Section lbs = 4,788.5 Footing Shear @ Toe = 26.9 psi OK Moment....Actual ft-# = 20,445.4 Footing Shear © Heel = 34.8 psi OK Moment Allowable = 21,635.4 Allowable = 93.1 psi Shear Actual psi = 41.5 Wall Stability Ratios Overturning = 1.74 OK Shear Allowable psi = 93.1 Sliding = N/A Bar Develop ABOVE Ht. in = 25.63 Sliding Calcs Slab Resists All Sliding ! Bar Lap /Hook BELOW Ht. in = 10.83 Lateral Sliding Force = 3,352.9 lbs Wall Weight = 145.0 Rebar Depth 'd' in = 9.63 Masonry Data Pm psi = Fs psi = Solid Grouting = Footing Design Results ;r Special Inspection = Modular Ratio 'n' = Toe Heel Short Term Factor = Factored Pressure = 1,747 405 psf Equiv. Solid Thick. = Mu' : Upward = 12,656 0 ft-# Masonry Block Type = Normal Weight • Mu' : Downward = 3,003 1,021 ft-# Concrete Data Mu: Design = 9,653 1,021 ft-# Pc psi = 3,000.0 Actual 1 -Way Shear = 26.86 34.83 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: #4@ 8.75 in, #5@ 13.50 in, #6@ 19.25 in, #7@ 26.00 in, #8@ 34.25 in, #9@ 43 Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S ' Fr . Key Reinforcing = None Spec'd Key: No key defined • • HARRIS / McMONAGLE do RETAINING WALL W / POINT LOAD FROM ENTRY • RW - Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rv: er e 5 80014 1•Dec 2003 Ver U KW 0603670, 5.8.0, Cantilevered Retaining Wall Design Page 2 (c)1983.2003 ENERCALC En Software Description HARRIS / McMONAGLE • Summary of Overturning & Resisting Forces & Moments ffl OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 3,268.6 4.56 14,890.3 Soil Over Heel = 390.6 5.38 2,099.6 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 84.3 8.67 730.8 Adjacent Footing Load = 10.6 5.38 57.0 Added Lateral Load = Axial Dead Load on Stem = 141.0 4.75 669.8 Load @ Stem Above Soil = Soil Over Toe = 265.6 2.13 564.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,885.0 4.75 8,953.8 Total = 3,352.9 O.T.M.. = 15,621.2 Earth @ Stem Transitions= Resisting /Overturning Ratio = 1.74 Footing Weight = 962.5 2.75 2,646.9 Vertical Loads used for Soil Pressure = 6,348.1 lbs Key Weight = Vert. Component = 2,223.7 5.50 12,230.6 Vertical component of active pressure used for soil pressure Total = 5,879.1 lbs R.M.= 27,222.0 • 12.0005in Conc w/ #6 @ 10.in o/c • 6' A • • X 21/2" • • • • • • 13' -0° 12' -6" • • • • • • • • • • 1' -2 " Sliding Restraint ' • • • 3" #0@0.in @Toe Designer select 4' -3 ° #0@O.in all horiz. reinf. � @ Heel 5' -6" ft.? • DL= 141., LL= 469.05 #, Ecc= 0.0005in Sliding Restraint • • • • Pp= 347.22# 3268.6# 571.97psf 1732.6psf • HARRIS / McMONAGLE 6o( RETAINING WALL SIDE WALL W / ENTRY POINT LOAD RW - Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 - e: 580014 User: 1 (019 ENERCALC Kw -003 003 Cantilevered Retaining Wall Design Page 1 (c)1983 2003 ENEALC Engineering Engineering Bering Software Description . HARRIS / McMONAGLE Criteria , [Soil Data I Footing Strengths & Dimensions Retained Height = 12.50 ft Allow Soil Bearing = 2,000.0 psf t'c = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 psf /ft Toe Width = 4.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf /ft = Heel Width 1.25 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf /ft Total Footing Width = 5.75 Soil Density = 125.00 pcf Water height over heel = 0.0 ft Footing Thickness = 14.00 in FootingllSoil Friction = 0.300 . Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depd th th = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 725.0 lbs Used To Resist Sliding & Overtuming ...Height to Top = 0.00 ft Footing Width = 2.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wall to Ftg CL Dist = 4.83 ft Axial Load Applied to Stem Footing Type Pad Axial Dead Load = 0.0 lbs Base Above /Below Soil = 1.5 ft Axial Live Load = 0.0 lbs at Back of Wall Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Total Bearing Load = 5,797 lbs Design height ft = 0.00 ...resultant ecc. = 8.89 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 1,788 psf OK Thickness = 12.06 Soil Pressure @ Heel = 229 psf OK Rebar Size = # 6 2,000 psf Rebar Spacing 9.00 sf • Allowable = Rebar Placed at = Edge Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,544 psf Design Data ACI Factored @ Heel = 198 psf + fa /Fa = - 0.856 Total Force @ Section lbs = 4,788.5 Footing Shear @ Toe = 22.6 psi OK Moment....Actual ft-# = 20,445.4 Footing Shear @ Heel = 34.8 psi OK Moment Allowable = 23,887.0 Allowable = 93.1 psi Shear Actual psi = 41.5 Wall Stability = ity Ratios Shear Allowable psi = 93.1 Overturning 1.79 OK Sliding = N/A Bar Develop ABOVE Ht. in = 25.63 Sliding Calcs Slab Resists All Sliding ! Bar Lap /Hook BELOW Ht. in = 9.75 Lateral Sliding Force = 3,352.9 lbs Wall Weight = 145.0 Rebar Depth 'd' in = 9.63 Masonry Data fm psi = Fs psi = Solid Grouting = Footing Design Results Special Inspection = - Modular Ratio 'n' = Toe Heel Short Term Factor = Factored Pressure = 1,544 198 psf Equiv. Solid Thick. = Mu' : Upward = 12,074 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 3,367 1,021 ft-# Concrete Data Mu: Design = 8,708 1,021 ft-# fc psi = 3,000.0 Actual 1 -Way Shear = 22.64 34.83 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: #4@ 9.75 in, #5@ 15.00 in, #6@ 21.25 in, #7@ 29.00 in, #8@ 38.00 in, #9@ 48 Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined • HARRIS / McMONAGLE . RETAINING WALL W SIDE WALL W / ENTRY POINT LOAD RW - Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580014 U KW 060 3670 , Ver 5.8.0, 1•Dec •2003 Cantilevered Retaining W all D es i gn Page 2 (c)1983.2003 ENERCALC Engineering Software Description HARRIS / McMONAGLE Summary of Overturning & Resisting Forces & Moments N - OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 3,268.6 4.56 14,890.3 Soil Over Heel = 390.6 5.63 2,197.3 • Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 84.3 8.67 730.8 Adjacent Footing Load = 10.5 5.63 58.8 Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 281.3 2.25 632.8 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,885.0 5.00 9,425.0 Total = 3,352.9 O.T.M. = 15,621.2 Earth @ Stem Transitions= Resisting /Overturning Ratio = 1.79 Footing Weight = 1,006.2 2.88 2,893.0 Vertical Loads used for Soil Pressure = 5,797.3 lbs Key Weight = Vert. Component = 2,223.7 5.75 12,786.5 Vertical component of active pressure used for soil pressure Total = 5,797.3 lbs R.M.= 27,993.4 S 12.0005in Conc w/ #6 @ 9.in o/c • 6 • X2 1/2" • • • • • • 13' -0" 12' -6" • • • • • • • • :4•::• :• :•: ::• :•:• • 3" 6' :•: V • Sliding Restraint • • 1' -2" • • • • 3" #0@0.in @Toe Designer select #0@0.in all honz. reinf. • 4 -6" • 1' -3" @ Heel 5' -9° • • 4 CO Adj Ftg Load = 725.# Ecc.= O.in from CL • Sliding Restraint • • • • Pp= 347.22# 3268.6# 273.91psf 1742.9psf 1.A VTh AL LoAp 14L � X,`?D ti1.1?,5 IJ 6 6 6 S q)17 I 1 Y1,3 se I,4 1 = °V t.! r- (, XV ( . 9 ) '31, 5 to a te2 4:v V Ito"( (of)C PC 4 .41 19 se x 10 fwo L7 1 )( 1, S - 6/0 irV441 )itr'X OttfiC I9i d o PVi GLAt7h1Fb6,A-np tsl Y ci �P�1a (" GA-rA !a !7 2-1" R. - CPr �J GQ J T� ; X (4C1 - Tt?g (nee', A17-7-/ ithiet it) ' Pao Cs� l. (,) t r vy _ tam Drs,, • 1 2p f = 1 - IX / 7kkt V " a_ n z ; • •∎•• , 2- 3 p�� ^ gip - 0,2 x ,1 D7 er P,Let TQ o� lP 'f ) To IsUT Lti7 t7 14-A-14 - 6 7 T -- � p _ t - 17 . r4, 1 h = n -^-- • r.4u I LD I o fa , (f`> d0 417 C1 X -31,.x 11 4/ 5t7 • t2,14/ 2)4 PP )414 1 1 14 2 rU'r6 • 4 ) 11'3' r-i-re- - 1617 ti )z -t'`i 1 1 5 5 t20 hvl'�IU�IL SPoN i l-t? rp,Gl r (e 1D4-2 ' \ f2 1 G .P • • (old, k (-12:r I ti i c7, O44 0,04.4-x.,11A i = ,9 . 3. 1 r Kee• L.A,-t (y _•••) V 64 , 16 c fl 000 1121,4109. • HARRIS / McMONAGLE Date and Time: 2/20/07 1:52:02 PM a MCE Ground Motion - Conterminous 48 States Zip Code - 97223 Central Latitude = 45.44033 Central Longitude = - 122.776223 Period MCE Sa (sec) ( %g) 0.2 106.1 MCE Value of Ss, Site Class B 1.0 037.2 MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 114.6 Sa = FaSs, Fa = 1.08 1.0 061.7 Sa = FvS 1, Fv = 1.66 • MNicoli Project: OFFICE BUILDING Page: Client: HARRIS / McMONAGAL By. ENK A ENGINEERING, INC. Job No.: 01 -0111 Date: 2/19/01 / / ? / ( 4 &sue c)t r + \(5C fzS72-- 10 D +\157 Z y h 1 1 ,3 — f23 - b,ki g, kew - 1 21 1,5 73'64-4 0,31 W ,voc1,1w4l'o 31 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 L - Project: OFFICE BUILDING Page: NNicoli Client: HARRIS / McMONACsAL By ENK ENGINEERING, INC. Job No.: 01 -0111 Date: 2/19/01 ;x• \Atei (A7 41 ? tot/7 aCip 49 e7‘- ( p r,,g i (osx k-t �ti: Ik ti. 771, TAxvot21 -61 • l (i O sVI6 4 1;•cClar 7 11 't l q FpV 1 1 41,3c7(" Jf 41( c 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 Ny,ai T: *, v QA1 : v7/1 'P. W I 611QPn P/7160,1 ab, CP C IUI w; b b x 3115' Rogr PL. / J F 21-11 N,h. 1\u, cm Afke OAr7 P 1? / ci\, PQLT - 64 4 /601,T is k-u ow L. ' Latio P 11 -? M COM AA ii NA t 1.0 r . N U WM 0h a e M t-1-7 R u UP CR r( — c * MST 1.UM5S f3 I P/.1 A u, owAux x 1 = v513 P�1 UNIT AGTU ki, N51 ci = b - � (at PIA) 4 A = - x _ _ (/, I N ACTuk UNIT hY k .F '011 U I?g 2 0 LATei,; Y V klo. a w/ (90 1 W'? 17PLtiu6 \N/ Vii - I (pct 6A, h ►pE OP '?PLt 0\,i t1 0G• eA. IA06 or hPLI Project: OFFICE BUILDING Page: Client: HARRIS / McMONAGAL By. ENK ENGINEERING, INC. Job No.: 01 -0111 Date: 2/19/01 0 d t/:'Z t7Ur ,. 21 HQ) -oot eAsci c"? 54 , 51,,T Ptr 1 24 41 .4 t --feAcv '25 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620-2086 • Fax (503) 684 -3636 ', Project: OFFICE BUILDING Page: NNicoli Client: HARRIS / McMONAGAL By. ENK ,.\-1 � ENGINEERING, INC. Job No.: 01 -0111 Date: 2/19/01 1 7\ M 4 v , o. ,, i c h6-2;-iiria„. 42 171.,r- r.z.. toor; 1) dr 67 r 4.1-Ps t/t '5 4 te.-Ag 1 /9,ic i,,(3,.'z-6 ? 0 0 fefrr 'It' ,' #2;1 51 44 ' i'.# k7c?v I 4 , ,..._ tA t Z ' ' ) t -- '(' , Ifr, I i N 9, - z.,c , K 31.5- \ 1 0 'Fx • ve.y 1 465 l io i & I Nt I (,-. ■V. U‘ 1-Pe 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 Project: Page: . I I NicoIi Client: By . ENGINEERING, INC. Job No.: Date: . SHEARWALL SCHEDULE SEISMIC NAND FASTENERS/SPACING SU. CONNECTIONS MARK CAP- (P CAP- 0 SHEATHING NAILS EN. F.N. WOOD FLOOR A.B.'s 44 75 75 1/2" GYP. BD. 5d UNBLOCKED COOLER 7" 7" 16d 0 12" 1/2 "x12" 0 6" 125 125 1/2" GYP. BD. 5d UNBLOCKED COOLER 4" 4" 16d 0 9" 1/2 "x12" ®5' -0" = 145 145 5/8" GYP. BD 6d UNBLOCKED COOLER 4" 4" 16d 0 7" 1/2 "x12" ®4' - e x 260 365 15/32 CDX 8d 6" 12" 16d 0 5" 1/2 "x12" C 24" = 380 530 15/32" CDX 8d 4" 12" (2) 16d C 6" 1/2 "x12" C 16" = 490 685 15/32" CDX 8d 3" 12" (2) 16d C 5" 5/8 "x12" 0 16" PLYWOOD v p. 310 435 15/PLYWOOD CDX 10d 6" 12" 16d 0 4" 5/8%12" C 24" = 460 645 15/32" CDX 10d 4" 12" (2) 16d C 5" 5/8 "x12" C 16" PLYWOOD AO 600 840 15/32" CDX 10d 3" 12" (2) 16d C 4" 3/4 "x12" 0 16" _ PLYWOOD 340 475 19 /32 OD CDX 10d 6" 12" 16d 0 3" 5/8 "x12" C 24" 510 715 19/32" CDX 10d 4" 12" (2) 16d C 5" 3/4 "x12" C 24" © 19/32" CDX 10d 3" 12" (2) 16d C 4" 3/4 "x12" C 16" _ 665 930 PLYWOOD $ 3" WIDE STUD REQUIRED FOR THESE SHEAR WALL POSTS SEE SILL PLATE NOTES BELOW FOR FE SIZE REQUIREMEPAITS SEE SHEAR WALL NOTE 12 BELOW FOR STUD SIZE REQUIREMENNTS AT PANEL EDGES. 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 820 -2086 Fax (603) 884 -3838 N. • Project: . Page: . 1Z '1 NicoI.i Client: By. ft ENGINEERING, INC. Job No.: . Date: . HUM SCHEDULE • CAP. SIMPSON POST POSTS HOLDOWN ANCHORS MARK (LBS) HOEDOWN FASTENERS EA. SIDE BOLT 0 ANCHOR MIN. MIN. EMBEDMENT FOR BOLTS EMBED. EPD XIED AN CHOR S NO HOLDOWN Q 0 REQUIRED v 4350 MS1148 48 - 10d (2) 2 x 6 e 5080 MST160 60 - 10d (2) 2 x 6 © 6420 MST72 56 - 16d (2) 2 x 6 0 1225 PAHD42 12 - 16d (2) 2 x 6 e 1750 HPAHD22 16 - 16d (2) 2 x 6 0 2455 HPAHD22 -2P 16 - 16d (2) 2 x 6 e 3610 PHD2 -SDS3 10 - OS 1/454" x 3" (2) 2 x 6 5/8 "0 SSTB16 13" 12" EMBEDMENT Q 4685 PHD5 -SDS3 14 - SDS 1/4" x 3" (2) 2 x 6 5/8 "0 SSTB24 21" N/A 1 WOOD SCREWS e 5860 PHD6 -SDS3 WOOD - OS 1/S4" x 3" (2) 2 x 6 7/8 "0 SSTB28 25" 15" EMBEDMENT e 6730 PHD8 -SDS3 24 - SDS 1/4" x 3" (2) 2 x 6 7/8 "0 SSTB28 25" N/A 10 WOOD SCREWS e 2775 HD2A (2) 5/8 "o M.B. (2) 2 x 6 5/8 "0 SS1B16 13" 10" EMBEDMENT 12 3705 HD5A (2) 3/4 "4 M.B. (2) 2 x 6 7/8 "0 SSTB16 13" 12" EMBEDMENT 13 5100 HD6A (2) 7/8 ". M.B. 4 x 6 7/8 "0 SSTB28 25" 15" EMBEDMENT e 7460 HD8A (3) 7/8 "9 M.B. 4 x 6 7/8 "0 SSTB28 25" N/A 15 9540 HD10A (4) 7/8 "4 M.B. 4 x 6 7/8 "0 SSTB28 25" N/A 16 11080 HD14A (4) 1 "0 M.B. 4 x 6 1 "0 W/ WASHER-THREAD 24" N/A ALL-THREAD e 13380 HD14A (4) 1 ". M.B. 6 x 6 1 "0 W/ WASHER 24" N/A e 15305 HD15 (5) 1 "4 M.B. 6 x 6 1 1/4 "0 A W L / L- WTS R H E E A R D 24" N/A . 19 e 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phones (603) 820-2088 Fax (603) 884 -3838 , CSA R7 40 Sc i f\5 � . CONSULTING ENGINEERS i ENGINEERING EXCELLENCE _ 60( L k e; I (13'119 OCT j 3 2006 STRUCTURAL CALCULAT -� � ur `�`` ``' -r ' r �T(r' 74.710 TIT Tr \TO • J --- --- LATERAL & GRAVITY LOAD DESIGN - -- ---- CSA JOB # 3960 ,$ED PROP 4 1/4., ‘41%15 9 1 871 4. + 94 , .,( GROOM O ✓G � r 14. N f _40 H P t'C` /AC The engineering stamp affixed hereto is valid only with the original "WET" stamp, with the signature in 1` "':` RED ink, and only for the specific structure at the specific location identified below. City of Tigard FOR- --- - -- �.. ve • Plans B ,�l�� Gate r HAWTHORNE CREST HARRIS- McMONAGLE OFFICE BUILDING TIGARD, OREGON 6/12/06 OFFICE COPY CSA Consulting Engineers has provided engineering detail sheets for this project which are consistent with the calculations contained herein and which specify the design parameters, relevant codes, and information required to implement the design. Our client is responsible for transferring any additional structural information, as noted in the enclosed calculations, to the construction documents. CSA has not verified and cannot assume responsibility that this design is reflected in the construction documents. l :(503) 228 - 3848 , _ 15 82nd Drive, Suite 150 • Gladstone, OR 97027 FAX (503) 228 -0475 Project Summary General Information Project Name/Location: Harris- McMonagle Office Bldg., Tigard, OR CSA Job #: 3960 Date: 6/12/2006 Design Parameters Code: 2003 International Building Code Seismic: SDS =.76, I =1.0, R =6.5 Wind: V3s =100 mph, Vfi mph, Exposure `B ", A =1 Soil: Allowable Bearing = 2000 psf Roof SL: 25psf Floor DL: 22 psf Floor LL: 50 psf + 20psf Partition Load Project Scope Design, calculations and detailing of the primary lateral and gravity force resisting system for the two -story office building. In addition, several types of retaining walls have been designed. Structural drawings (construction documents), including structural details pertaining to the design, have also been included. Calculation Index Project Summary page 1 Summary of Shear Wall Plans page 2-4 Lateral Analysis Shear Wall and Holdown Schedules page 5 -7 Wind and Seismic Analysis page 8 -16 Roof Diaphragm page 17 -18 Floor Joist, Beam & Column page 19 -31 Headers/ Beam Design/ Columns page 32 -42 Footings page 43 -45 Retaining Walls for RW -1, RW -2 & RW -3 page 46, 51 -72 Geotechical Report (excerpts) page 47 -50 - 7 +f / I 0 rat ). (p 0 V i , ..- \ . I r 1 1 D -D IIIICP ,� I I C -G c L • 52 R112 36 ° x36 ° x12 ° FOOTINGU R122 @ (4) 0 4'5 EILI (Tr*. OF 9) 92 • 11.¢F4 1 ° I 1 0 1 1 0 1 1 0 1 r — � 1 0 1 I0 101 101 10 1 IoI Si L- L- J L- J L- J L- J L- J L- J L- J L- J j I erk T 1'p / e I ® U 224 TYP • 1 •,i I VP 91 ,4›,-111 / 1 707 7' A-A 92 DER TO N9ION5 Cr FOUNDATION PLAN SCALE. (11 . 8Y J s • :X? ;11 / 1 0 100' Q . VP I'M. 7-10' CONCra'ETE RETAMMG WALL l Nk ‘C.46 7 ■ ;1p A 6x6 D P O St i 81 • V U2LI An SI PIR N WOO O. 1(TYP. TO BE F m �Y - IM COLUMN BASE TO BE 2x6 BEARING SIMP/SON PBS66 ;e � 10' C.OI TE WALL ` RETAINING WALL 0 n O o O O O n O n n n n O _____ki/ z F � O O © ,/ W �✓ A W2 4th POST i 81 (IN WALL) 8° CONC. STEPPED T O WALL V RETAINING WALL --\ / 4 \a ......_, • ® ® Q o . V v • i 1 INDICATES BEAM TYPE. SEE P SEEEDULEULE, SWEET 53 STEPPED BETA M WALL LOWER FLOOR PLAN (si& (5?-iaik WM Z i t SCALE: 't ,7 3 2 i �► I f � ' INDICATES BEAM TYPE SEE BEAM/READER 2 SCHEDULE, SHEET 53 • RSIWI 1'1'P. �"r O j y © 2 2 .. O 3 .. A I V RZW3 GI ) I r r :C) J u 0 L i 1 _ P ® ' _ J I RIW V ® " O _ O LC ri z A � �_ - - c_, V O O O O Q z ----- z z Attk V V V V V V V - V RZUA TI SI MI REFER TO r7CI4ITECTURAL PLANS ',---.% I ON IR DIMENSIONS (TI PJ 1st FLOOR PLAN (su,ne GiM4 & P N) SCALE. (2) �,s 8 SHEAR WALL SCHEDULE (PER 2003 IBC) XL MARK • PANEL FASTENERS s PANEL INTER REMARKS ALLOWABLE TYPE EDGES STUDS SHEAR 0118 5/8" GWB . 5d COOLER OR 1" 0.0 1" 0.0 UNBLOCKED 230 PLF EACH SIDE I - 5/8" WALLBOARD BASE PLY -6d (2) LAYERS OF COOLER OR I -1/8" BASE PLY BASE PLY GUS 5/8" GWB WALLBOARD 9" O.C. 9" O.G (OPTION) ONE SIDE FACE PLY - 8d FACE PLY FACE PLY BLOCKED 250 PLF COOLER OR 2 -3/8' 1" O.G. 1" O.G. WALLBOARD STD RATE PANEL 8d NAIL ON 6" O.C. 12" 0.C. 260 PLF A X" APA- 8d COMMON SOLID 3x MAT. * ' RATED PANEL NAILS 4 " O.C. 12" O.C. ADJOINING PANELS 380 PLF AND MUD SILL B RATED APA- 8d PANEL NAILS 3" 0 .C. 12" 0L. A DJOINING PANELS • 490 PLF AND MUD SILL C X" APA- 8d COMMON SOLID 3x MAT. m ' RATED PANEL NAILS 2" 0.C. 12" OTC. ADJOINING PANELS 640 PLF AND MUD SILL 3(6" APA - SOLID 3x MAT. O D RATED . PANEL NAILS 3" OTC. 6" O.C. ADJOINING PANELS S80 PLF EA. SIDE AND MUD SILL X" APA - SOLID 3x MAT. e E RATED PANEL NAILS 2° O.C. 6" O.C. ADJOINING PANELS 1280 PLF EA. SIDE AND MUD SILL "i' APA- SOLID 3x MAT. 9 10d COMMON F RATED PANEL NAILS 2° O.G. 6" O.C. ADJOINING PANELS 1140 PLF EA. SIDE AND MUD SILL SHEAR WALL NOTES: • 2X MUDSILL IS PERMITTD PROVIDED THAT TWICE THE NUMBER OF SPECIFIED ANCHOR BOLTS ARE USED. (SEE TABLE BELOW FOR SPECIFIED ANCHORS) THE SPACING BETWEEN ANCHORS MUST BE AT LEAST (1) ANCHOR DIAMETERS. I. THE LETTER IN THE TOP HALF OF THE DIAMOND 0 ON THE FLOOR PLANS SPECIFIES THE TYPE OF SHEAR WALL. 2. UNLESS OTHERWISE NOTED, ALL SHEAR WALL FRAMING TO BE 16" O.C. MAXIMUM. 3. UNLESS OTHERWISE NOTED, DESIGNATED SHEAR WALLS ARE TO BE BLOCKED AT ALL PANEL EDGES AND SHEATHING IS TO EXTEND FROM BOTTOM PLATE TO TOP PLATE. 4. WHERE SPECIFIED SHEAR WALLS REST ON FLOORS, THE BOTTOM PLATE IS TO BE FASTENED TO A FLOOR JOIST OR BLOCKING BELOW THE FLOOR SHEATHING WITH I6d NAILS a 4" O.C. STAGGERED. 5. 8d GALVANIZED BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS. 6. UNLESS OTHERWISE NOTED, ANCHOR BOLTS FOR "GWBI ", "GW82 ", AND "STD" SCHEDULE WALLS ARE TO BE X" 0 ANCHOR BOLTS a 48" O.C. W/ 1" EMBEDMENT AND A 2x MUD SILL. FOR "A ", "B ", "C ", "D ", "E" SCHEDULE WALLS, SEE THE TABLE BELOW FOR MAXIMUM. SPACING OF BOLTS EMBEDDED 1 ". ANCHOR BOLT SCHEDULE: A B C D E F 1/2" 35" O.C. 21" O.C. ` 21" O.C. 13" O.C. 10" O.C. 1" O.C. 2 "x2 "x3/16" PLATE WASHERS SHALL BE USED AT ALL SHEAR WALLS 5/8" 52" O.C. 40" .0.C. 31" O.C. 10" O.C. 15° 0G. II" O.G. 3/4" 68" O.C. 52" O.C. 40" 0 .C. 26" O.C. 20" O.C. 14° 0:C. # 7,t‘o • .,_ HOLDOWN SCHEDULE (PER SIMPSON CATALOG) 2 MARK HOLDOWN ALLOWABLE MIN. SIZE FASTENERS (1J • CAPACITY CONNECTION TO MEMBER / CONNECTION TO IN POUNDS FRAMING MEMBER BEARING LENGTH FOUNDATION — NONE REQ'D I LSTA36 1115 (26) 10d 2x4 MSTA36 1115 (26) 2x4 2 CS16 1650 (28) 8d 2x4 CSI6R 1650 (22) 10d 2x4 3 MST31 1905 (20) 16d (2) 2x4 4 MST48 3135 (32) I6d (2) 2x4 5 MST60 4185 (48) l6d (2) 2x4 6 MST12 5800 (56) I6d (2) 2x4 1 LTT20B 1150 (10) I6d (2) 2x4 SSTBI6 OR 5/8" J -BOLT 8 14T716 3480 (18) I6d (2) 2x4 SSTBI6 OR 5/8" J -BOLT 9 14122 5250 (32) I6d SINKERS (2) 2x4 • SSTB24 10 PHD6 -5DS3 5860 (I8) SDS I/4X3 WOOD SCREWS (2) 2 2 8 -SINGLE POUR SSTB34 - DOUBLE POUR 11 PHDS -5D53 6130 (24) SDS V4X3 WOOD SCREWS (2) 2x4 SST1328 - SINGLE POUR SSTB34 - DOUBLE POUR 12A 6465 3° 12B H I/2" DSA 1460 (3)1/8° 0 A301 BOLTS 3 " SST1528 - SINGLE POUR 12C 1910 5 1/2 SST1334 - DOUBLE POUR BA 8310 ° 138 HDIOA 9540 (4) 1/8° 0 A301 BOLTS 3 1/2" SSTB28 - SINGLE POUR 130 9900 5 IR° SSTB34 - DOUBLE POUR 14 HD14A 13380 (4) I° 0 A301 BOLTS 4x6 I °0 ASTM A36 STEEL THREADED HEADED ROD W/ 28° EMBEDMENT -1/44 ASTM A301 15 141,15 15305 (5)1° 0 A301 BOLTS bx6 1 THREADED HEADED D ROD W/ 28° EMBEDMENT HOLDOWN NOTES: • L NE NUMBER N THE BOTTOM HALF OF THE DIAMOND ( ON THE FLOOR PLANS SPECIFIES THE TYPE OF HOLDOWN REQUIRED. A "(2Y' PRECEDING NE NUMBER MEANS TWO STRAPS ARE REQUIRED ONE ON EACH SURFACE OF NE WALL. 2. ALL SPECIFIED PRODUCTS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S SPECIFICATIONS. ANY PRODUCT OF EQUAL OR GREATER CAPACITY MAY BE SUBSTITUTED. 3. WOOD MEMBERS ARE EXPRESSED IN "NOMINAL" DIMENSIONS. LARGER MEMBERS MAY BE USED. 4. "BEARING LENGTH" REFERS TO THE LENGTH OF BOLT NAT MUST BE IN THE WOOD MEMBER FOR 3" BEARING LENGTH, TWO 2" MEMBERS MAY BE USED. 5. WHERE TWO OR MORE STEM WALLS MEET, AND ONE OR MORE CONTINUE PAST THE OTHERS, IT IS NOT CONSIDERED A CORNER FOR DETERMINING HOLDOWN LOCATIONS. 6. WHERE DISCREPANCIES OCCUR BETWEEN THE SHEAR WALL AND HOLDOWN SCHEDULES (OR OTHER SPECIFICATIONS), THE STRINGENT SPECIFICATIONS SHALL GOVERN. 1. REFER TO EPDXY ANCHOR SCHEDULE FOR ALTERNATIVE WOLDOWN ANCHORS. UNLESS OTHERWISE NOTED: a. SPECIFIED HOLDOUNS SHALL BE INSTALLED AS CLOSE AS PRACTICAL TO THE END OF THE SHEAR WALL. b. ANCHOR BOLTS SHALL BE LOCATED NO CLOSER THAN 6" FROM A CORNER OF THE FOUNDATION. c. USE COMMON NAILS. d. FOUNDATION STEM WALLS SHALL BE A MINIMUM WIDTH OF 6 ". e. BOTTOM PLATE OF SHEAR WALLS SHALL BE NAILED TO FLOOR BELOW WITH 16d NAILS AT 4" O.C. AND /OR MUD SILL SHALL BE ANCHORED TO FOUNDATION PER FOOTNOTE "6" ON SHEAR WALL SCHEDULE. #3g6o 7 /22 , SHEAR WALL NOTES: SPECIFIED SHEAR WALLS ARE INDICATED BY WALLS: 0 INDICATES REQUIRED NAILING - SEE SHEAR WALL SCHEDULE INDICATES REQUIRED HOLDOWN - SEE HOLDOWN SCHEDULE • USE "STD" NAILING W/ NO I- IOLDOWNS UNLESS OTHERWISE NOTED. • USE DETAIL DSIA OR DSIB AT EACH TOP PLATE SPLICE IN PERIMETER WALLS. • USE DETAIL ND48 AND I-ID4A (WHERE APPLICABLE) AT THE CORNERS OF ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS. • USE DETAILS HDI, ND2 AND HD3 FOR TYPICAL INSTALLATION OF SIMPSON HOLDOWNS TYP. • LOCATE HOLDOWNS AS CLOSE AS POSSIBLE TO ENDS OF SHEAR WALLS UNLESS OTHERWISE NOTED. I I #0-"‘o Wind Loads (Simplified Analysis Section 1609.5, 2003 IBC): V33 := 100 3 second gust wind speed (mph) V fm := 80 fastest mile wind speed (mph) I := 1.0 Wind importance factor (Table 1604.5) heave 22.4 Height from average elevation to eave (ft) h := 29 Height from average elevation to roof peak (ft) (heave + hpeak) hmean 2 hmean = 25.7 Mean height (ft) B Exposure X:= 1.0 Adjustment factor for building height and exposure (Table 1609.6.2.1(4)) 4 Roof slope (rise /run) 12 d := 37.5 Least horizontal dimension (ft) Wind Pressures: (Table 1609.6.2.1(1)) Table Value (psf): Adjusted Table Value (psf): A := 22.0 PsA X'Iw'A PsA = 22 B :_ - 5.8 PsB X'Iw'B PsB = -5.8 C := 14.6 PsC X'Iw'C PsC = 14.6 D:= -3.2 PsD Iw'D PsD = -3.2 E := -19.1 PsE := PsE = -19.1 F:= -13.3 PsF PsF = -13.3 G:= -13.3 PsG X'IwG PsG = -13.3 H:= -10.1 PsH X'Iw'FI PsH = -10.1 EOH := -26.7 PsEoh X•Iw'EOH PsEoh = -26.7 GOH := -20.9 PsGoh ?•'Iw'GOH PsGoh = -20.9 (Case 1 pressures shown only - worst case uplift) Calculation of "a" (ft): .1•d = 3.75 .04•d • = 1.5 • 4 •h mean = 10.28 Lesser of these but not less than: 3 min 2a: 2.3 = 6 I. Seismic Loads (Simplified Analysis Section 1617.5, 2003 IBC): SDS := .76 USGS Report 01- 437($EENEtT Pte) Roof = 15psf R := 6.5 (Table 1617.6.2) Floor = 22psf Seismic Dead Load Calculations: Exterior Walls = 12psf Interior Walls = 8psf 2nd Floor: W2roof 105.42.5.15 W2roof = 66938 W2floor 0 W2floor = 0 W2extwalls := 275.5.12 W2extwalls = 16500 W2intwalls 400.5 .8 W2intwalls = 16000 W2 := W2roof + W2floor + W2extwalls + W2intwalls W2 = 99438 1st Floor: Wlroof 0 Wlroof = 0 Wlfloor 100.37.5.22 Wlfloor = 82500 Wlextwalls 275.11.12 Wlextwalls = 36300 Wlintwalls 400.5.8 Wlintwalls = 16000 W1 Wlroof + Wlfloor + Wlextwalls + Wlintwalls Wl = 134800 W:= W2 + W1 W = 234238 Base Shear: 1.2•SDS V := R • W (eq. 16 -56) V = 32865 QE := .7.V (for allowable stress design) QE = 23006 Vertical Distribution of Force (Section 1630.5) .7.1.2• SDS F2 := R W2 (eq. 16 - ASD) F2 = 9766 .7.1.2• SDS F1 := R WI F1 = 13239 MCE Parameters - Conterminous 48 States 5/,4 d Zip Code - 97223 Central Latitude = 45.44033 7 � Central Longitude = - 122.776223 MCE MAP VALUES Short Period Map Value - Ss = 106.1% g 1.0 sec Period Map Value - S1 = 37.2% g RESIDENTIAL DESIGN INFORMATION Short Period Map Value - Ss = 106.1% g Soil Factor for Site Class D - Fa = 1.08 Residential Site Value = 2/3 x Fa x Ss = 76.1% g7_2=7) — 4 Ids Residential Seismic Design Category = D1 � �S '� • 1 .5 ?JO LATERAL SHEAR CALCULATIONS Due to Wind and Seismic Loads: Date: 3/82006 Job: ........................ Seismic Wind Seismic Wind Line Total Total Total Full- 1 Seismic Seismic Wind Max Line Line • Line Shear Shear Seismic Wind Line Height Shear Wall Shear Wall Shear 10/1 r p p Shear Shear Shear Above Above Line Shear Shear Wall Pier Type Shear Shear I I (Ibs) (Ibs) (lbs) (Ibs) (lbs) (ha) Length (ft) Before (plf) After (pit) (plf) (pit) A 3750 I 3750 • Main Floor Left- to-Right ....4883 HMSO"' ""26:50::: 684 :0.377: :01887 ::::.1;00 F:: Hum:: 236H: STD•••• 2 4883 6250 4883 ..... 21.20 230 0.472 0.2358 1.00 1.00 259 295 295 A sum 9766 Lower Floor Left to-Right ..... :6620 434...... '11377 :0.:4.445 •••••569:::: 236 569 C 2 sum 11503 • Main Floor Front-to-Rear A ]4883 i] 4883 550 8 182 :00772 100 40I 100 3 100 B .... STO :::4883:: 1730 4883 1730 68.00 72 0.147 0.0624 1.00 1.00 72 25 72 STD sum 9766 Lower Floor Front-to-Rear A B ••••4863:::: 19.9 :01656 ••••190:::: SID sum 11503 - - CALCULATION OF p • (wail shear)w(10/D r ^ami story shear UO/D need not be greater than LO for tight framed construction • P1 20 2 - /ET 1.0 P 1.5 3/8/2006 / 7 Job# fa. >` >I UPLIFT CALCULATIONS 'C 0VC CALCULATES/ !mica P Dr A9 IF1DV 1 AVOW 66 PUNDIT o- IT DEAD Less ED D USED TO RESIST DVORUFDDIG DUE TO WPM ` � yIN � {pLIFT 1 7 � AND SESSIIIC LOADS Pa, DI 16 -n AHD l6 V j - 7 — I -- I, DEAD LOAD TO RESIST S3mOC LOAD IS REDUCED AN ADDITIONAL .7a2ASdf L.L_L._I.1.I.� TO ACCOUNT FM VERTICAL EFFECTS OF SEISMIC LOAD PER M. 16 -50. SPREAD LEFT CALCULKRENS ARE TYPICALLY FOR MST CAS VALL PIERS. P EXCEPT AS NOTED. AND VALI- SPECIFICATIMS ARE TO SE USED FIR AU. D v . - VICE PELtS ON THAT VALL LINE CAD E. DOVIM BELDV, IS TEED TO INCLUDE OVERDREW MODS maw Vent FLDO). BONN NETIR D GIVE TEE SATE RESULTS V :I • F^A •PP•t V V • IWD F., Ft CASE -I CASLE de--_ t II 1--.. DVERTUOOO CALCULATIOm - +�'.I- -d VIED LPLPr • t vhe.Ennn'n.) • IF.. n6n..)nl • Maine' ..IIff nwIlf11 - MIAMI - I A)ry.IMN 11 Sds 0.76 F1I 1.-s1 Wall Weight 12 mbar mum.. Dvh..t.dWINM A ff.c nw.,,,.ND • /71r PNtA.)(P,fm • I7NPN - /0N01O) - IANVAMNII Roof Weight 15 Ib Floor Weight 38 Wind Seismic Wind Unit Seismic Length Height Holdown Uniform Uplift Uplift Wind Seismic Mark Unit Shear of Wall of Wall End Dist Dead Load Information Wind From From Uplift Uplift R •d Upper Shear (plf) (plf) Peir (ft) Pier (ft) (in) Uplift (plf) Upper U (Ibs) (lbs) eq Floor (Ibs) Floor (lbs) Roof Floor Total Trlb. Trlb. Wall End Dead • Length Length Dead Load Main Floor Load Left- to-Right .. 1 • ::::::236 ..... 207 4.00 9::::::: 0 . 432 ; :::200 1873:::: 1660:::: :i MST37 : : : #3 :: -- 295 259 4.00 9 0 432 200 2404 2127 ;: :HTT16 :#8: R Lower Floor Left- to-Right 1 236 569 4.00 11 ........0 ..504 ::::200 1873 1660.:: ::: :4078 :::: 7408- .•• :lID8A:::#12B: 2 '= Ret. Wall Main Floor Front -to -Rear A 31:: 100 4.00 .. 9 0.. 432 ::::600 .... .................. 207 496:::.: none...... B 25 72 20.00 9 0 2160 600 -779 -183 none Lower Floor Front- to-Rear A .87 ..190 :::::6.00 .. 11 0 ::::1008::::::::200 207......_ 496 ...... _ .... 280 .2448 :::HT116: :E#8:: B Ret Wall • 3/8/2006 ( I ) , . II --mrniiui.uui • 6 _..adoll �■ ■I ■��w uuuuuuul II �I Illimbitt ■ •uul■I■1 III �� ' !! � i • r \ 0I \ I i�Ai_ V II I _ I�I1� 1 I - • ' _ .___ i■La!■RI� ! - -- 1111111■ mini �1��1� ��I�� unimoomimmilmmi �v� — �vl- \ __ _ H iii�riiiiiii� wf.: � SIP' ,Q • Rd1YT ELEVATION ... ! 20 cr\ (S, F, . EL E 1/I" 6a�1) ° niviv 4./ mA 6)/ 0 0 b IV r'm /All ® ID (,L)(2) + /0(22,(6.0 4 A C + 10 ( - f JO (4)(s = 6 eic 'yore: sow bmootJ / Atates dove chit IMO BUT tfwq No iFriEcr on ME ilasefst G1IIYL) 44tf®AN4 1 ,., ,:? • . ..._ • cf9 ® F( W17 T 1 .V121 PRENA LPACTUAED TRUSSES • 24" D� US R-30 WERMAL FE LATION - PT arnwMa MHerx �- j PROVIDE NI6NM1AW VENT a EL•ME ir 1 DOWNSPOUTS O `UPP it 1 ; _ ! IuiiLill 1 I + 1 Th 1 � - I . � � .,�, � Vii. F IARDBO LAP 6121142 ` \ C - A LL " i, - - I ■_ _ = ! RO - , , e 236 STLOS • IV 0.0 a" � I -�I��I /L � a(LATQH WCATFl97 71s•-- V rereaASSUaOLD ICI =1��1= ;�B,,T !� i I -ROU66BAIAN TRM, E%CEPT D( F ALTS ` . C! \ 24 GAUGE METAL HEAD fl SN C SAL PAN O . - 7 III F �n I = U — WRAP RO C PiAS1 wI1FH FIEfCfLA4H •\ o - 11/1 I/ 9 LAP 9 }NB ARM a VQE O W L/7 r M�Y�(M DOWi I'OUDA VW r % Fi r� : 6' 616414.1M 110032 SEPARATION LE vEl� 1 z( � a.7s• 6 ..�s 1A75' / 8,7S' FEr 1,0E Levil'7'la ( ( EC rv/imew) .. s p N1 NHLI8 01‘ , 8 :( 6 )( 2 ) -1°- -3,2 (/2.7s)(1) =} u ; Be 1661,x.2,1,/ 4144 f + 22, (6X :) + l 1' (12.7$) (s� = 649 01 ' 2�-z) 5 C . = 170 . 6.01/i 46 L aW ,e L. E vt e) /� 2 2 H�/ + I4_, 6 (lz,7s5(11,) 35 00# Lov 1E op NOTE : ® �yrtivtv5l .PD680 Ravi 17 /I D • • PR•*WNLPAC1U7® MUMS • 24" DEC. WOO iFQL APL f E .LAT10N 24 PELT PRO STAKING SLAM ACT PROW! { MIAOW — F 1RTRUSS I \ ICE C ATER EVES C VALLEYS 6' ACTAL GUTTERS AAD DOWNSPOUTS ul11 1111ti11— // / 7X LATE Dal BELL .:......... 24 3 T ABr876 E WATE�8R 0OFP A /� RIDGED NfiU,ATiON W THt DkAN4A9E OOAPOST(C � . , GLEAN WELL-GRADED G RA 4LAR PILL. 4 PABRIC WRAPPED FWD DRAIN NDt Th "W f z EL E 1 1.17 Itsite • •1 n 1 . I • Plat: MM4ZACIL TR.ESe3 • 24' QC 24 GAUGE STANDING WAN META/ R-30 fl 4AL INSULATION 905 MT LEDERLAYAGNI PROVDQ I4614LOW VENT 9 BAFRE ICE 9 WATER 4' EVES a VALLEYS • EACH 1RLE6 BAY 6 METAL GUMS AND DO'ANSPOU1g III�� _allgi id111111111 _ ..rll l�1 11III��.,.._ • • EIRMOR GWP61M WALLBOARD A01 43aIVE APFLY rOL VAPOR BN?REt VA 131103 .16 QC. CDx WALL EA-EATING) (O®PR01.6R� HARDBOARD LAP awe 96 DeT66LAS6 BOLD FIREGUARD . / / / 2 9'i ROU IRI9AWN FPC 'OORTQl6 a( LAYER 11EA -;••r• ,// FLEX �B� BJ18 :/ . -�. 040 TI W.. MOWN ALMLM NM ALT) LAP SFFA7E4/49„ vals. a Vet4ssZ -• : • -. • PANS VEM�l • 9'i ROM --ANN Tam man 2X /!AD r AGM A( DOMN FOUVATION W/ 24 6ALME METAL WAD PLASH a SLL PAN 9•i RCU648AMM TRLM WRAP 120 a RASH Wail( PLMA ASH 6 MI WIJNi �t �ARATION 2x LATIN MEATFQl RESISTIVE BARREi / FLEX 4 BASE • 6 6EPARATION •1193 • NO! THEi4sr EL rfrATIoA • • t Project Description: GSA Consulting Encineers Job #:"9.5P 15 82nd Drive Suite 150 Gladstone, OR 81021 Date: • W its " /f ROOF D1/l e v' ' l I d. 4 T t t oo, f DIN PI/fP)9/l 40445 Dire, z147#o = 1003/7,5 2,d;7 G F'WWW 1t iiGi $4' WA G/9t CP I 13 0. ZVE 1411 WW / ,Vt Ph'F 9, /� ‘.2,5 `14/1 /Vok - khty13j '17‘4 /Z 48 ,83, 6CO/c/We), F. Za RPPAPdxl/ ? 7V,E PAY/WW HM/7 .0,0'9 W, o J9.Z/,- - 62SO # 70P/R 01/41 /eiii f #& . as , 11 ) 0.501 02/a,44, of . e2S0 VA. • 35 168 sd 4 ;4 ,c 40, 1l /9`41W' �� 84 molls e `f `d D/4 84 Iowa .a 61/0/c 9t v 4 ,0Pc _ 17'.Fat,i3LOcicED, P 4 0 6 Vit oi °z 270> 81 14\ ♦�; USE &4 tYlf115 4, :. R L a c i v -:EO 19 4 mat 77/Ic END RE NDW 3d ; I( PiAlfi. 111. I Project Description: GSA Consulting Engineers Job 15 152nd Drive Suite 150 Gladstone, OR c11021 Date: • . . 222EPlif)2#2LElfWan eaa • • • PMI3Lile/44/1 e4/401,D 116011E: (2) .2x4 1 if= x9,240.' 1 1 = - ? • I/Nel Fo TIY 37,5' IKT 4t 771 smile, • • • • 7rAziA/, -M 44N5 > dfl 416 • _. • " WE tIcT4S M*.5 j Li.41--;7 906040>x • • td ppoF pii9PRiewi ..04 • • quo PErommee 7,1844 • fc- " Oar aegrootfo file. {E e? 23-1 L • - +4/ Le X 2a 18e S . 8 EA 41 . . • -7- = NO 1168 • (04) • (1)( 1 ( • • ( ) + ,TrZi • 2 0 Aeoci 14/401 /).414 37 01 7 7 0,07• a13Z.4-- ./4 • • • Fiton .TIE 40 .7 • etrremi hienits firmim 440 574 • • • . • = -t 62 )4 .01130 .> 0411 pf 24.0 . 0 . •1 f . 1,, .koo.F PIAPhile44611 PUIICT/ON aincl ty Project Description: GSA Consulting Engineers .lob #:37 15 82nd Drive Suite 150 Gladstone, OR '11021 Dote: • ;PAN: 18 ==9" our T ovr Ae..7•Ai 5PiiN =— 18,188 • D E1q 0 1.0405: )9S1 C 0, L• °_ /5 psF . kl EciMM /c ,qh 2 T $/AR 4NNL. FUR, 11 = • 22 PF • 7 rl oA = of = 20 PSF (z&G SECT, /607.5 l_lUE L.o4Ds ,L C ASE 4.; �D Per1° (7/913LE 16 7.!, 'OFF1GE 1604 CliCE 8; , • 2OaD # c oeycren zi r , i p (E•ez; 16o7? ` 3' 2.5' ARM ov�re z. . x 16 i 2.51 Fleo�l CONPII7Elt Pk®4xstal ON Pu = 2000 P3h3) Loc+t1a P Fs, uJE _ 1067# 11 " TJ1 /Lg0 14 t�! vvr . D $T Y 1 /SPEcTbo l 4'itsg &WE 1. o /bls ke wuj rRnz.CE THE . Eft h5D F'o /cEr. Fig poni poi J'imeur A NA /1 • Pl { P19 eT TUN 4, 1 I w .+ Trrt4N j. • ,4 d . (FOR MA x. Homo/ r, 1,2 (Fps Him SH �R i '�•� giti Vh/ LL = 50 psf • d TJ Beam ®6.20 Serial NNumber e 05120 6iness 11 " 16" 7/8 TJI ® /L90 @ 16 o/c User. 2 3/9/200611:31:46 AM Page 1 Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED UNIF"I L L • 4 ;© b 18' 9" Product Diagram is Conceptual. LOADS: ) = I g I se. Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration, 22.0 Dead, 20.0 Partition • • • SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth • Live/Dead/Uplift/Total 1 Stud wall 5.50" 4.25" . 631 / 530 / 0 / 1162 N/A N/A N/A End, 1 Ply 1 1/4" x 11 7/8" Rim 0.8E TJ- Strand Rim Board® 2 Glulam or solid 2.25" Hanger 619 / 520 / 0 / 1139 1 11.88" N/A Face None sawn lumber Nail beam • Hanger _HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 2 Face Mount Hanger IUS3.56/11.88 0/12 0 No N/A ' N/A Douglas Fir - Nailing for Support 2: Face: 12 -10d , Top N /A, Member: N/A • PROJECT INFORMATION: OPERATOR INFORMATION: HARRIS OFF. BLDG. - HAWTHORNE CREST Donald Parcel CSA Consulting Engineers CSA Consulting Engineers 15 82nd Drive, Suite 150 Gladstone, OR 97027 Phone : (503) 228 -3848 Fax : (503) 228 -0475 . dparcel @csace.com Copyright m 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist. e -I Joist °,Pro° and TJ -Pro° are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. S: \CSA Structural Projects \Jobs \3900- 3999 \3960 \3960 FLR. JOIST TJI- L90m.sms LL = 50 psf 2l AVEyerhaeuser TJ Beam® 6.20 Serial Number 1Hur 11 7/8" R 16" 1 7/8 TJ10/L90 @ 16 o/c User. 2 3/9/200611:31:46 AM e Paget Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1116 -1116 1925 Passed (58 %) Rt. end Span 1 under Floor loading Vertical Reaction (ibs) 1116 1116 1885 Passed (59 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 5072 5072 9605 Passed (53 %) MID Span 1 under Floor loading Live Load Defl (in) 0.274 0.400 Passed (L/796) MID Span 1 under Floor loading Total Load Defl (in) 0.504 0.909 Passed (U433) MID Span 1 under Floor loading TJPro '48 40 Passed Span 1 - Deflection Criteria: STANDARD(LL:0.400 ",TL:U240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2 ". Intermediate supports, 5 1/4 ". - Deflection analysis is based on composite action with single layer of 23/32" Structurwood Edge Gold (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 6' 11" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 lbs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Structurwood Edge Gold (24" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - Suspended Ceiling. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.37 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product - application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a 7J Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. i -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: HARRIS OFF. BLDG. - HAWTHORNE CREST Donald Parcel CSA Consulting Engineers CSA Consulting Engineers 15 82nd Drive, Suite 150 Gladstone, OR 97027 Phone : (503) 228 -3848 Fax : (503) 228-0475 dparcel @csace.com Copyright ® 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e-I Joist °,Pro° and TJ -Pro' are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. S: \CSA Structural Projects \Jobs \3900- 3999 \3960 \3960 FLR. JOIST TJI- L9om.sms " IC Tits LL = 50 psf 22 TJ- B same 6.20 Serial N 7005120416 11 7/8" 16" /8 TJI ® /L90 @ 16 o/c User. 2 3/92006 11:31:46 AM Page3 EngineVersion:6.2016 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN • CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 18' 2.25" Max. Vertical Reaction Total (lbs) 1162 1139 Max. Vertical Reaction Live (lbs) 631 619 Selected Bearing Length (in) 4.25(W) Max. Unbraced Length (in) 83 Loading on all spans, LDF = 0.90 , 1.0 Dead • Shear at Support (lbs) 505 -509 Max Shear at Support (lbs) 509 -509 Member Reaction (lbs) 509 509 Support Reaction (lbs) 530 520 Moment (Ft -Lbs) 2315 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 1105 -1116 Max Shear at Support (lbs) 1116 -1116 Member Reaction (lbs) 1116 1116 Support Reaction (lbs) 1162 1139 Moment (Ft -Lbs) 5072 Live Deflection (in) 0.274 Total Deflection (in) 0.504 • • PROJECT INFORMATION: OPERATOR INFORMATION: HARRIS OFF. BLDG. - HAWFHORNE CREST Donald Parcel • CSA Consulting Engineers CSA Consulting Engineers 15 82nd Drive, Suite 150 Gladstone, OR 97027 • Phone (503) 228 -3848 Fax : (503) 228 -0475 dparcel@csace.com Copyright e 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist °,Pro° and TJ -Pro° are trademarks of Trus Joist. ■ Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. S: \CSA Structural Projects \Jobs \3900- 3999 \3960 \3960 FLR. JOIST TJI- L90m.sms T ielifide. • LL =1067# Conc.Load (Max.Mom.) 23 TJ- Beam ®6.20 Serial N u r7005120 4 1 8 TJI®/L90 7/8 R " User. 2 3/9/2006 1:28:46 PM /L90 @ 16" o/c r. Pagel Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Role Tool' L0AP1WW • Foie • 98'9" 4 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 0.0 Live at 100 % duration, 22.0 Dead, 20.0 Partition Vertical Loads: Type Class Live Dead Location Application Comment • Point(lbs) Floor(1.00) 1067 0 9' 5 5/8" - SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live/Dead/Uplift/Total 1 Stud wall 5.50" 4.25" 534 / 530 / 0 / 1064 N/A N/A N/A End, 1 Ply 1 1/4" x 11 7/8" Rim 0.8E TJ- Strand Rim Board® 2 Glulam or solid 2.25" Hanger 534 / 520 / 0 / 1053 1 11.88" N/A Face None sawn lumber Nail • beam Hanger MANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope . Species 2 Face Mount Hanger IUT412 0/12 0 No N/A N/A Douglas Fir - Nailing for Support 2: Face: 10 -10d , Top N /A, Member: 2 -N10 PROJECT INFORMATION: OPERATOR INFORMATION: HARRIS OFF. BLDG. - HAWTHORNE CREST Donald Parcel CSA Consulting Engineers CSA Consulting Engineers 15 82nd Drive, Suite 150 Gladstone, OR 97027 • Phone : (503) 228 -3848 Fax : (503) 228 -0475 dparcel @csace.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of .Trus Joist. e -I Joist °,Pro° and TJ -Pro° are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. S: \CSA Structural Projects \Jobs \3900- 3999 \3960 \3960 FLR. JOIST TJI -L90c- mom..sms 2� �l LL =1067# Conc.Load (Max.Mom.) TJ- Beam ®6.20 Serial Number. 7005120416 ' 11 7/8" TJI®/L90 2 3/9/2006 1:26:46 PM J I ® /L9O Utz 16 " o/c Paget Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1043 -1043 1925 Passed (54 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1043 1043 1885 Passed (55 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 7167 7167 9605 Passed (75 %) MID Span 1 under Floor loading Live Load Defl (in) 0.401 0.400 Passed (11544) MID Span 1 under Floor loading Total Load Defl (in) 0.631 0.909 Passed (U346) MID Span .1 under Floor loading • TJPro 48 • 40 Passed Span 1 - Deflection Criteria: STANDARD(LL:0.400 ",TL:U240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2 ". Intermediate supports, 5 1/4 ". - Deflection analysis is based on composite action with single layer of 23/32" Structurwood Edge Gold (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 5' 10" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - 2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Structurwood Edge Gold (24" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - Suspended Ceiling. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.37 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product .application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a 7J Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. 1-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. -Live load on portion of joist area is very low. PROJECT INFORMATION: OPERATOR INFORMATION: HARRIS OFF. BLDG. - HAWTHORNE CREST Donald Parcel CSA Consulting Engineers CSA Consulting Engineers 15 82nd Drive, Suite 150 Gladstone, OR 97027 Phone : (503) 228 -3848 Fax : (503) 228 -0475 dparcel @csace.com Copyright ® 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist °,Pro° and TJ -Pro° are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. S: \CSA Structural Projects \Jobs \3900- 3999 \3960 \3960 FLA. JOIST TJI -L90c -mom.. ems ®121 Titigt4tt LL =1067# Conc.Load (Max.Mom.) / TJ- Beam ®6.20 Serial Nur 04 6 25 � 11 7/8" TJI® /L90 16" o/c User. 2 3192006 1:28:46 PM o Page3 Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS -THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 18' 2.25" Max. Vertical Reaction Total (lbs) 1064 •1053 Max. Vertical Reaction Live (lbs) 534 534 Selected Bearing Length (in) 4.25(W) Max. Unbraced Length (in) 70 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 505 -509 Max Shear at Support (lbs) 509 -509 Shear Within Span (lbs) 0 Member Reaction (lbs) 509 509 Support Reaction (lbs) 530 520 Moment (Ft -Lbs) 2315 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 1038 -1043 Max Shear at Support (lbs) 1043 -1043 Shear Within Span (lbs) -534 Member Reaction (lbs) 1043 1043 Support Reaction (lbs) 1064 1053 Moment (Ft -Lbs) 7167 Live Deflection (in) 0.401 Total Deflection (in) 0.631 • PROJECT INFORMATION: OPERATOR INFORMATION: HARRIS OFF. BLDG. - HAWTHORNE CREST Donald Parcel CSA Consulting Engineers CSA Consulting Engineers 15 82nd Drive, Suite 150 Gladstone, OR 97027 Phone : (503) 228 -3848 Fax : (503) 228 -0475 dparcel @csace.com Copyright ® 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam4 are registered trademarks of Trus Joist. e -I Joist °,Pro° and TJ -Pro° are trademarks of Trus Joist. • Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. S: \CSA Structural Projects \Jobs \3900- 3999 \3960 \3960 FLR. JOIST TJI -L90c- mom..sms LL =1067# Conc.Load (Max.Shr.) 2/ " " sl2 Business TJ- Beam®6.20 Serial Num 11 7/8 TJI® /L9O 16" o/c Number. 700512 R User. 2 3/9/2006 1:35:06 PM Pagel Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED FLooIe 0 /57 _ 1°67 11,010111/4 Fat • cell :El 18'9" Product Diagram is Conceptual. LOADS: - 'Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 0.0 Live at 100 % duration, 22.0 Dead, 20.0 Partition Vertical Loads: • Type Class Live Dead Location Application Comment Point(Ibs) Floor(1.00) 1067 0 1' 7 7/16" - SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (lbs) Depth Live/Dead/Uplift/Total 1 Stud wall 5.50" • 4.25" 994 / 530 / 0 / 1524 N/A N/A N/A End, . 1 Ply 1 1/4" x 11 7/8" Rim 0.8E TJ- Strand Rim Board® 2 Glulam or solid 2.25" Hanger 73 / 520 / 0 / 593 1 11.88" N/A Face None sawn lumber Nail beam Hanger MANGERS: Simpson Strong - Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 2 Face Mount Hanger IUT412 0/12 0 No N/A N/A Douglas Fir - Nailing for Support 2: Face: 10 -10d , Top N /A, Member: 2 -N10 • • • PROJECT INFORMATION: OPERATOR INFORMATION: HARRIS OFF. BLDG. - HAWTHORNE CREST Donald Parcel CSA Consulting Engineers CSA Consulting Engineers 15 82nd Drive, Suite 150 Gladstone, OR 97027 Phone : (503) 228 -3848 Fax : (503) 228 -0475 dparcel @csace.com Copyright m 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e - Joist °,Pro° and TJ -Pro° are trademarks of Trus Joist. '. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. S: \CSA Structural Projects \Jobs \3900- 3999 \3960 \3960 FLR. JOIST TJI- L90c -shr.. sms � 27/ ljlf� LL =1067# Conc.Load (Max.Shr.) TJ- Beame6.20 Serial N Number: 11 7/8" TJI® /L90 @ 16" o/c User. 2 3/92006 1:35:07 PM Page2 Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1503 1499 1925 Passed (78 %) Lt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1503 1503 1885 Passed (80 %) Bearing 1 under Floor loading Moment (Ft -Lbs) 3027 3027 9605 Passed (32 %) MID Span 1 under Floor loading Live Load Defl (in) 0.080 0.400 Passed (U999 +) MID Span 1 under Floor loading Total Load Defl (in) 0.308 0.909 Passed (U709) MID Span 1 under Floor loading TJPro 48 40 Passed Span 1 - Deflection Criteria: STANDARD(LL:0.400 ",TL:U240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2 ". Intermediate supports, 5 1/4 ". . - Deflection analysis is based on composite action with single layer of 23/32" Structurwood Edge Gold (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 9' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on 'a GLUED & NAILED 23/32" Structurwood Edge Gold (24" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - Suspended Ceiling. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.37 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product - application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. ;,THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. -Live load on portion of joist area is very low. • PROJECT INFORMATION: OPERATOR INFORMATION: HARRIS OFF. BLDG. - HAWTHORNE CREST Donald Parcel CSA Consulting Engineers CSA Consulting Engineers 15 82nd Drive, Suite 150 Gladstone, OR 97027 Phone : (503) 228 -3848 Fax : (503) 228 -0475 dparcel@csace.com Copyright 0 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -BeamB are registered trademarks of Trus Joist. e - Joist °,Pro° and TJ -Pro° are trademarks of Trus Joist. ii_Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. S: \CSA Structural Projects \Jobs \3900- 3999 \3960 \3960 FLR. JOIST TJI- L90c- shr..sms LL =1067# Conc.Load (Max.Shr.) 28 TJ -6eama 6.20 Serial Number. 7005 " R 16" User 2 3/9/2006 1:35:07 PM 11 7/8 TJIOIL90 @ 16 o/c • Page3 Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 18' 2.25" ^ Max. Vertical Reaction Total (lbs) 1524 593 Max. Vertical Reaction Live (lbs) 994 73 Selected Bearing Length (in) 4.25(W) Max. Unbraced Length (in) 108 Loading on all spans, LDF = 0.9 , 1.0 Dead Shear at Support (lbs) 505 -509 Max Shear at Support (lbs) 509 -509 Shear Within Span (lbs) 440 Member Reaction (lbs) 509 509 Support Reaction (lbs) 530 520 Moment (Ft -Lbs) 2315 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 1499 -582 Max Shear at Support (lbs) 1503 -582 Shear Within Span (lbs) 1434 Member Reaction (lbs) 1503 582 Support Reaction (lbs) 1524 593 Moment (Ft -Lbs) 3027 • Live Deflection (in) 0.080 Total Deflection (in) 0.308 • PROJECT INFORMATION: OPERATOR INFORMATION: HARRIS OFF. BLDG. - HAWTHORNE CREST Donald Parcel CSA Consulting Engineers • CSA Consulting Engineers 15 82nd Drive, Suite 150 Gladstone, OR 97027 Phone : (503) 228 -3848 Fax : (503) 228 -0475 dparcel @csace.com Copyright ® 2005 by Trus Joist, a Weyerhaeuser Business TJI® -and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist °,Prom and TJ -Pro° are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. S: \CSA Structural Projects \Jobs \3900- 3999 \3960 \3960 FLR. JOIST TJI-L90c- shr..sms 'roject Description: GSA Consulting Encineers Job 39;0 274 15 82nd Drive Suite 150 Gladstone, OR c1021 Date: • A , �° Q ,��P�t lYo. . As C ``� 6 FLOid k DIM SX 15, oN � 6 ;1wlAlG • Ascot/ MM f 4,9 14 z. •S'Ev.E)C4-( cat, 040-4/1465 er fe EFDI E o 2- V8. T P, s = 16,0‘ � P1�1 "t61.13, 0407 = ja188- . 2:: _ ,8 + 20 .= 42 f L 1 781 4 • E010..4 . • • L0 5 Vedit A Vic • Fiebn . Coff17 M D07f'7 N T M • • VSE 5"a' K 1Z" l iDovts. .'file, • e F -- Ve CENTele F4 aR .CahodfiN (G.3 . • (5,7') = 736 K `.4-2(86,5)^ 3K • • • 7- MY Cx (itio CO4 D0 • lit.+Lc . 17 J . 26 # Rpm C -3 DoTPL, . ' s E 6x pov4- f1 /e, #.I • To specify your title block on Title : Job # 3960 O these five lines, use the SETTINGS Dsgnr: D. Parcel Date: 2:41PM, 9 MAR 06 main menu selection, choose the Description : nn Printing & Title Block tab, and ent CENTER F[oo� �� L your title block information. Scope Rev. 550100 User. KW-0603570, Ver 5.5.0, 25-Sep -2001 General Timber Beam Page 1 (c)1983 - 2001 ENERCALC Engineering Software s:\csa structural proiects\iobs \3900- 3999 \396 Description Center Floor Beam (10' -SPAN) General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements -:. A:x.•1 :N'!w. T ::: :�'. .l.R.0 -A' ^. - r3l:Sin.i! <.P /. .�. -'�?Y "3!:IrC."5 ..._RrFtr. - _ N:,a.. F.: ^-.fJ i..v�... i!!P �YS: YL - ":'. i. YC'i�..T. F.. cr: ls.= '.:..WSJ. ?.TSxt.x1::rW1 .. - .. ..: ..FV..rt�i Section Name 5.125x12.0 Center Span 10.00 ft ....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 12.000 in Right Cantilever V8 ft Lu 0.00 ft Member Type Glu Lam Douglas Fir, 24F Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 36.000 pcf E 1,800.0 ksi Full Length Uniform Loads rc -°s., :,,,,,} _ r... . , c,I.,na: �- u,C c,,,,e. ,c n:>a-4.5`11 7,3,:.511,,,,.-3. -,, .: ' , " - e ,,,,,,,,,- .'• . :....r„iwi.! "'..'. ,7. v.:m....- r..- ...a•m_ +: Y:tia Center DL 781.00 #/ft LL 930.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 10.00ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.877 : 1 Maximum Moment 21.6 k -ft Maximum Shear * 1.5 10.4 k Allowable 24.6 k -ft Allowable 14.8 k Max. Positive Moment 21.58 k -ft at 5.000 ft Shear. © Left 8.63 k Max. Negative Moment 0.00 k -ft at 10.000 ft @ Right 8.63 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.202 in Max. M allow 24.60 Reactions... © Right 0.000 in fb 2,105.33 psi fv 168.43 psi Left DL 3.98 k Max 8.63 k Fb 2,400.00 psi Fv 240.00 psi Right DL 3.98 k Max 8.63 k Deflections - - ,. y. 'ac.._v , - Y .•::.+�M1'!x' `tii.r` .Y :'ti..,:.V:i 1 ^•x'12', :;^ .: F. 4 t;..�iN'.. scG.�C.n.v2c: ...M: - �. .....n. . - ......... . J .y, , 6 is ..: •+T!3.' . .. . . ..✓. .. ... ..1 ..'..i!.:... Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.135 in -0.292 in Deflection 0.000 in 0.000 in ...Location 5.000 ft 5.000 ft ...Length /Defl 0.0 0.0 ...Length /Defl 889.7 410.40 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... /� ) p Deflection 0.000 in 0.000 in - © Center 0.202 in L,7" f ' (f ...Length /Defl 0.0 0.0 © Left 0.000 in @Right 0.000 in / X n lc, Stress Calcs \ 7: . a . t:.:. is Y. , . :i,l :LT_^... .'Riu:!vti5'_P.w.::4 •.' nli.r. , ,.,� ^'tom 3. ,,• .y,. :., r 1..fY±' , n ?.^_ T .,,, . ,,,, -.. T .];» Bending Analysis Ck 22.210 Le 0.000 ft Sr( 123.000 in3 Area 61.500 in2 Cv 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Read Allowable fb © Center 21.58 k -ft 107.90 in3 2,400.00 psi © Left Support 0.00 k -ft 0.00 in3 2,400.00 psi © Right Support 0.00 k -ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support © Right Support Design Shear 10.36 k 10.36 k Area Required 43.159 in2 43.159 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 8.63 k . Bearing Length Req'd 2.591 in Max. Right Reaction 8.63 k Bearing Length Req'd 2.591 in To specify your title block on Title : Job # 3960 3 I/ these five lines, use the SETTINGS Dsgnr: D. Parcel Date: 4:32PM, 9 MAR 06 /� main menu selection, choose the Description Printing & Title Block tab, and ent C-3- GMWTEIe FL, R «LOMAt your title block information. Scope Rev. 550100 User KW-0603570, Ver 5.5.0, 25-Sep -2001 Timber Column Design Page 1 (c)1983 -2001 ENERCALC Engineering Software sAcsa structural pro'ects 'obs \3900- 39991396 Description C -3 -- Center Floor Column General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements . )t,,,., _. •...a` a. - :`:,,,,s..C-. 4.C' - rolV.,,,,,, ,,...;�!,, _ - ,, ,,rsliG't7i),: :.s „ Ae:.M x ,,,,..". Y .:R,,,. ,,,,,,:: ...„,. 1.1._ ✓,„, , ,,,cK U._ _.rT:H..,,4 Wood Section 6x6 Total Column Height 10.70 ft Le XX for Axial 10.70 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 10.70 ft Column Depth 5.50 in Fc 925.00 psi Lu XX for Bending 10.70 ft Width 5.50 in Fb 1,350.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.1 Loads .ct..,:.r.. ..%_.r.r :^ rc x.- rr. .r.•r.•.a- r:..s.a:- ,s..y ar:�.. Ivry. c-. r.• r, v._._._;. .. a,.. x .:s.= _•_- .r- .- :ec..��,.�....�, :,...T:. •o-ti- +.;..: , „4s- >: _ ._:: ��:_.F,..r _...,.. ..... .. ..r_.rz_.nl' Dead Load Live Load Short Term Load Axial Load 7,960.00 lbs 9,300.00 lbs 0.00 lbs Eccentricity 0.000in II Summary Column OK Using : 6x6, Width= 5.50in, Depth= 5.50in, Total Column Ht= 10.70ft DL + LL DL + LL + ST DL + ST fc : Compression 570.58 psi 570.58 psi 263.14 psi Fc : Allowable 623.25 psi 623.25 psi 623.25 psi fbx : Flexural 0.00 psi 0.00 psi 0.00 psi F'bx : Allowable 1,350.00 psi 1,350.00 psi 1,350.00 psi Interaction Value 0.9155 0.9155 0.4222 Stress Details Fc : X -X 623.25 psi For Bending Stress Calcs... Fc : Y -Y 623.25 psi Max k•Lu / d 50.00 F'c : Allowable 623.25 psi Actual k*Lu/d 27.91 . F'c:Allow • Load Dur Factor 623.25 psi Min. Allow k*Lu / d 11.00 F'bx 1,350.00 psi Cf:Bending 1.000 F'bx • Load Duration Factor 1,350.00 psi Rb : (Le d / b "2) ".5 6.554 For Axial Stress Calcs... Cf : Axial 1.000 Axial X -X k Lu / d 23.35 Axial Y -Y k Lu / d 23.35 • Project Description: GSA Consulting Engineers Job #:37 c 15 82nd Drive Suite 150 Gladstone, OR 81021 Dote: • HEoptie, Z26 744 , 5141 =iit I 0 • - V SlicW ,67 w, PM/ — 325 7475' RooF . L . �f 64F 4.4. — 2siod 6.0°,75) 2,51 G4 Zr .1. •'• Fi / / - 1 wwrPt USE 4 x / ® # 2 a F. p= 2 46 h/ j TAU. • wioril = 1212 = La (a4 + 30 6 =1 0 A s'> Firm /-2 otrPor USE. I x 1o, #2 D• F; R = 1,. 3k i , L1.D ffig H 2 C> -- ILO" • ""DC, RooF 25) 04- 40 4 H-0 FM'S r Pz•Ote: DL 42 sf L =soft a)bi. crocue 50 ei,.%),46 6001.=----- 754 - : 11 -11 °Cad = .13)9 4 eigg F� 1 H -3 Dortport 1$E 6 LI� _ .. S 13•, A E. 24F r 9 J ob # : 33 Project Description: GSA Consulting Engineers 1 0 15 82nd Drive Suite 150 Gladstone, OR '11021 Date: • - HE DEre z, • • c WFwEk H-1 `' . it= s.5' 8 4 7 # / # 4)4, 9/1./ Ron / - 007pa7 USE X48 3 • �� ' f ER DERV N - c 54146 iv ® • . • ors 4 Peeve 1 / -2 , = 12011/ , �` '� gi90, FAR F/457 Fhodye,, ilisporo veo, 4//efiii --- 2,4' . . *2()= 84 / • • = ,X0 faDAl wms, 12 10 = 12d' . 044-- 32 Y ,= l -/-140 2.'og¢ FXditi I(-6" iPairer; o5E ) A F: 4.87 BE ti 6 -I of .2= 26s • �'�. ,1) . 5' ; , IC FI6Plvt' 5 44,43, ..-C70x1,1#) F I k jle-151' To specify your title block on Title : Job # 3960 3.1- - these five lines, use the SETTINGS Dsgnr: D. Parcel Date: 5:47PM, 9 MAR 06 Description : main menu selection, choose the DEN Printing & Title Block tab, and ent Scope : �iP9DEN� i - / your title block information. Rev: 550100 User KW-0603570, Ver 5.5.0, 25-Sep-2001 General Timber Beam Page 1 (c)1983 -2001 ENERCALC Engineering Software s \csa structural .roects 'obs\3900 3999 \396 x -:r•ss : 'sr 4. _..,.., , ,....�cr u.e�: n.,� a, 4-:vve .,,,4 z " . ;. - n>44s�rn .. a - v - _ ,r.:ca: a+^se�•.rnre ;- _ -s . �. ...: r �;. .. rx: c..a, - n Description Header H -1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements ,,,, .. ,r ,-.... '' ,,,,,,,, , , fv.: , " ......., .; - or , .: >:.,R_, : ]:,,. ,.1 .. ,,. t ,a,e Section Name 4x10 Center Span 6.50 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever • ft Lu 0.00 ft Beam Depth. • 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 36.000 pcf E 1,600.0 ksi Full Length Uniform Loads ) .. a .,..a:..`- srr:e. r. : -. :: - -kr ,�.a!:. ,, .- c.crxc.,.a.. •r+t €.:..era w:...rs. - :: >:::a<.e. ,v.. vx vv!... a. «w.•a..- - - . .¢.._.. r... .,,. Center DL 281.00 #/ft LL 469.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 6.50ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.775 : 1 Maximum Moment 4.0 k -ft Maximum Shear * 1.5 2.8 k Allowable 5.2 k -ft Allowable 6 . 7 k Max. Positive Moment 4.00 k -ft at 3.250 ft Shea: © Left 2.46 k Max. Negative Moment 0.00 k -ft at 6.500 ft @ Right • 2.46 k Max © Left Support 0.00 k -ft Camber: © Left 0.000 in Max © Right Support 0.00 k -ft @ Center 0.047 in Max. M allow 5 @Right 0.000 in Reactions... fb 962.59 psi fv 87.67 psi Left DL 0.94 k Max 2.46 k Fb 1,242.00 psi Fv 207.00 psi Right DL 0.94 k Max 2.46k Deflections t,2:4.•' M ,,, ,, -, IT.i':'^.SS,,,,.i - W V94 7,'-. ; 4 .," . S +• . ■ .. ! „Y- T•nwFiR -.4 -C4;,. .'i . Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.031 in -0.082 in Deflection 0.000 in 0.000 in ...Location 3.250 ft 3.250 ft ...Length /Defl 0.0 0.0 ...Length /Defl 2,481.2 946.19 Right Cantilever... Camber ( using 1.5 • D.L. Defl) ... Deflection 0.000 in 0.000 in © Center 0.047 in ...Length /Defl 0.0 0.0 © Left 0.000 in © Right 0.000 in Stress Calcs ,, �x,e -- .>.� , •;.. +•�v.:.,fl, rzrx••r. rt& ..w- �r�r+w,r�, •r z.azm:... x?;as�.:. ...,r/c :.1 :, R+ Y .aas.s.'fl'2Jti..l'.4� i�••� ^I:uv.- hut. ..VI"'FM: Bending Analysis Ck 31.887 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 4.00 k -ft 38.68 in3 1,242.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,242.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,242.00 psi Shear Analysis © Left Support © Right Support Design Shear 2.84 k 2.84 k Area Required 13.712 in2 13.712 in2 Fv: Allowable 207.00 psi 207.00 psi Bearing © Supports Max. Left Reaction 2.46 k Bearing Length Req'd 1.126 in Max. Right Reaction 2.46 k Bearing Length Req'd 1.126 in To specify your title block on Title : - Job # 3960 35 • these five lines, use the SETTINGS Dsgnr: D. Parcel Date: 5:51PM, 9 MAR 06 main menu selection, choose the Description : Printing & Title Block tab, and ent IC'�d. Liq 1/-2 Scope if your title block information. Rev. 550100 User. KW- 0603570, Ver 5.5.0, 25-Sep -2001 General Timber Beam Page 1 (c)1983 -2001 ENERCALC Engineering Software S:\csa structural rolects\obs \3900- 3999 \396 Description Header H -2 • General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 4,1,4.0,, • b. , n _- ,, %nLH ^ . - . 20,,, , ` " -4,1 li ,(L...' a- ,,,,,, ',, s..r 46 - ::',,,,,, ,",r1 t.,If., ,V Section Name 4x10 Center Span 11.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 • Bm Wt. Added to Loads Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 36.000 pcf E 1,600.0 ksi Full Length Uniform Loads r •.-+,. {_:..: s> -��:cs ,+.:.�:..T .,..; r.. ..c =:ax::.a-r. ... rsn.L .;�•..•:ya .:c.�.;nzy< •Yr- 'cwacr. _. .rv,., •: Fn-r� ...r:. -..r, .- .:..,..,a:..so : i....,r'wr.r z._ar- ;r- t:'rn•:R Center DL 120.00 #/ft LL 150.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 11.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.814 : 1 Maximum Moment 4.2 k -ft Maximum Shear * 1.5 2.0 k ' Allowable 5.2 k -ft Allowable 6.7 k Max. Positive Moment 4.21 k -ft at 5.500 ft Shear. @ Left 1.53 k Max. Negative Moment 0.00 k -ft at 11.000 ft @ Right 1.53 k Max © Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft © Center 0.171 in Max. M allow 5.17 © Right 0.000 in Reactions... fb 1,011.27 psi fv 61.23 psi Left DL 0.70 k Max 1.53 k Fb 1,242.00 psi Fv 207.00 psi Right DL . 0.70.k Max 1.53 k (Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.114 in -0.248 in Deflection 0.000 in 0.000 in ...Location 5.500 ft 5.500 ft ...Length/Defl 0.0 0.0 ...Length /Defl 1,155.4 • 532.20 Right Cantilever... Camber ( using 1.5 • D.L. Deft ) ... Deflection 0.000 in 0.000 in © Center 0.171 in ...Length/Defl 0.0 0.0 © Left 0.000 in © Right 0.000 in • Stress Calcs . � {.,g'{Y -' M....i"c.r/ti -.. w��L-+) �:+ tY��n:!: T.. Rl1::'T) J( 3Jt. r. �r ..ar.H ^.I1N.c':s.�^[R/J.:. •S'.9J^vl-.Tf �£.... s. .�.:V .l%::.'a_ :,:y:`..nr.YW:.eL: Yii•.i�a - �`!Ci Bending Analysis Ck 31.887 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 0.000 • Max Moment Sxx Req'd Allowable fb © Center 4.21 k -ft 40.64 in3 1,242.00 psi © Left Support 0.00 k -ft 0.00 in3 1,242.00 psi © Right Support 0.00 k -ft 0.00 in3 1,242.00 psi Shear Analysis @ Left Support © Right Support Design Shear 1.98 k 1.98 k Area Required 9.576 in2 9.576 in2 • Fv: Allowable 207.00 psi 207.00 psi Bearing @ Supports Max. Left Reaction 1.53 k Bearing Length Req'd 0.699 in Max. Right Reaction 1.53 k Bearing Length Req'd 0.699 in To specify your title block on Title : Job # 3960 4 these five lines, use the SETTINGS Dsgnr: D. Parcel Date: 6:14PM, 9 MAR 06 Description : main menu selection, choose the I'r( '(P Printing & Title Block tab, and ent Scope : ER H -3 your title block information. Rev: 550100 User. KW-0603570. Ver 5.5.0 25- Sep -2001 General T Beam Page 1 (c)1983 -2001 ENERCALC Engineering Software s:\csa structural proiectsljobs\3900- 3999 \396 Description Header H -3 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements ' £Y.:.. -."f ...- f..'_ ?a'... :. 1tJ.^••�?c'= R- - ..A.- i.:✓ .. "�:.x1_."y . R^G.. <+ICf -�N..1 -:' :.,a.Lx 1 ,.'.HL:y., .. -._ - _ . Section Name 5.125x13.5 Center Span 11.00 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft • Beam Depth 13.500 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi - Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 36.000pcf E 1,800.0ksi _Full Length Uniform Loads II Center DL 807.00 #/ft LL 938.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 11.00ft, Beam Width = 5.125in x Depth = 13.5in, Ends are Pin -Pin Max Stress Ratio 0.856 : 1 • Maximum Moment 26.7 k -ft Maximum Shear* 1.5 11.6 k Allowable 31.1 k-ft Allowable 16.6 k Max. Positive Moment 26.65 k -ft . at 5.500 ft Shear: @ Left 9.69 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 9.69 k Max © Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support . 0.00 k -ft © Center 0.215 in Max. M allow 31.13 Reactions... @ Right 0.000 in fb 2,054.69 psi fv 168.11 psi Left DL 4.53. k Max 9.69 k Fb 2,400.00 psi Fv 240.00 psi Right DL 4.53 k Max 9.69k Deflections x Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.144 in -0.307 in Deflection 0.000 in 0.000 in ...Location 5.500 ft 5.500 ft ...Length /Defl 0.0 0.0 ...Length /Defl 919.5 430.07 Right Cantilever... Camber ( using 1.5' D.L. Defi ) ... Deflection 0.000 in 0.000 in © Center 0.215 in ...Length /Defl 0.0 0.0 © Left 0.000 in © Right 0.000 in Stress Calcs r.� , �, nr�4 .<,.....�r.,':- ,- �'�.','r': �..r�„� yr • _..,.::,a, : �:;� _:. ' �... �rrr: ��,- .,:,.:�.,�.�:T,.�._r�r:.,:. �....._ .,-� � _ .. _ � ..,.. _ W .r..�...<...._,.,�-- �'M..� Bending Analysis Ck 22.210 Le 0.000 ft Sxx 155.672 in3 Area 69.188 in2 Cv 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Read Allowable fb © Center 26.65 k -ft 133.27 in3 2,400.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,400.00 psi © Right Support 0.00 k -ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support © Right Support Design Shear 11.63 k 11.63 k Area Required 48.463 in2 48.463 in2 Fv: Allowable 240.00 psi 240.00 psi • Bearing @ Supports Max. Left Reaction 9.69 k Bearing Length Req'd 2.910 in Max. Right Reaction 9.69 k Bearing Length Req'd 2.910 in To specify your title block on Title : Job # 3960 3. these five lines, use the SETTINGS Dsgnr: D. Parcel Date: 6:52PM, 9 MAR 06 / main menu selection, choose the Description : �2- Printing & Title Block tab, and ent H I4D 1e -1 Scope : your title block information. Rev: 550100 User. KW-0603570, Ver 5.5.0, 25- Sep -2001 b Page 1 r (c)1983 -2001 ENERCALC Engineering Software G @11era� Timber Beam s:\csa structural •ro ectsl obs \3900- 3999 \398 �� Description Header H-4 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements ^N?'.1:!35P- .l'.°r�J'.: _:. ^,x. _K'r b'ti" u.-. .a:. l M.P.. Rf:.:�l: 3 i .... 1':. ihJi3Yra- t p Section Name 3.125x10.5 Center Span 6.50 ft Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 10.500 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 36.000 pcf E 1,800.0 ksi Full Length Uniform Loads r - ,.., .,a:r>e r-:•,,,,.. r .. ..,...:./ . ■ n :-.:: r .. ...:w .R.,,.. ....AR ,.;. n/...rznc, ,.7.^, ,P. . _ • M,. - . - : n w 4, 1 .tasty^ xl .. r,:;- ^+c, rr ;'4'? '-t .,.1. :.hw9r.y =.': A.Y... v'.Y.ct�l Center DL 807.00 #/ft LL 938.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 6.50ft, Beam Width = 3.125in x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0.806 : 1 Maximum Moment 9.3 k -ft Maximum Shear* 1.5 6.3 k Allowable 11.5 k -ft Allowable 7.9 k Max. Positive Moment 9.26 k -ft at 3.250 ft Shear: @ Left 5.70 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 5.70 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max © Right Support 0.00 k -ft @ Center 0.091 in Max. M allow 11.48 @ Right 0.000 in Reactions... fb 1,934.96 psi fv 191.71 psi . Left DL 2.65 k Max 5.70 k Fb 2,400.00 psi Fv 240.00 psi Right DL 2.65 k Max 5.70 k Deflections e F.. S -PnAi -;:i. ._r-n -- "...T.,04:^,,,,...I ^^^ 4-, ..?:=[G:.vtl H,,, T:7Ft .^,^^..^.F e, ^-^,^,-.,,,,,,,,,,, ., . ,,,( . .??_Y.: ^r,>^-. M1.lR. ,... ' .: - :t? a .. fn::. 1 .::: RX.R..,' ry , ■ ...Yn: %-Y�F Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.060 in -0.130 in Deflection 0.000 in 0.000 in ...Location 3.250 ft 3.250 ft ...Length /Defl 0.0 0.0 ...Length /Defl 1,292.7 601.10 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.091 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs i, c-,'; 1,!- .- ....•. r .Yiti RR,. L:'`,..aa%11M1 ,^...,RRI f: S'''',,Y,,,,.Gl } Yr...W., ^ma. "^71,, ”Xn.F.“ R.,,, ._...e! ,,,, pR ^.^ r, KP , 0. .. .ti. . . ., > lerR -0, r Bending Analysis Ck 22.210 Le 0.000 ft Sxx 57.422 in3 Area 32.813 in2 Cv 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb © Center 9.26 k -ft 46.30 in3 2,400.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,400.00 psi Shear Analysis © Left Support @ Right Support Design Shear 6.29 k 6.29 k Area Required 26.210 in2 26.210 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports • Max. Left Reaction 5.70 k Bearing Length Req'd 2.805 in Max. Right Reaction 5.70 k Bearing Length Req'd 2.805 in To specify your title block on Title : Job # 3960 6 • these five lines, use the SETTINGS Dsgnr: D. Parcel Date: 7:11PM, 9 MAR 06 Description main menu selection, choose the p� 14°S � Printing & Title Block tab, and ent Scope : RD i6�8'ii p® your title block information. Rev: 550100 User: KW-0603570, Ver5.5.0, 25- Sep -2001 General Timber Beam Page 1 (c)1983 - 2001 ENERCALCEngineering Software s:\csa structural projects \iobs\3900 - 3999 \396 Description Header H -5 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements t • ":+ - •••zs,- ::.:•,e:.4 sa., .tie .•;:.� wm - .n. . :..1.. -.. - ; y......« .xr -r r _.. c- e , % , !�, r �. . ,.mwz.,.. •:u� ^n -•��c _.a .�r =s't ',TA-Pi, :rt..e >.n ..: .,.. a Section Name 4x10 Center Span 6.50 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 875.0 psi Load Dur. Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 36.000 pcf E 1,300.0 ksi Full Len • th Uniform Loads \. "_1,•...±.:, -:..?.,... .hJ.l.'wr -lrr -: Tu.': "1. .:.{:.Z... "aF: t'.4 rtr. i- ri.:... :. "'R4'.�.�2•`TC- ;L:.�+.'cSY... ... a. ^:s^.. .1r.T...FS. !l /_T^Y.l�..,.,vn�. t. 1.<r1.Ma..r,.. -... .tee f... Y_ Center DL 324.00 #/ft LL 250.00 # /ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 6.50ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.704 : 1 Maximum Moment 3.1 k -ft Maximum Shear * 1.5 2.2 k Allowable 4.4 k -ft Allowable 5.5 k Max. Positive Moment 3.07 k -ft at 3.250 ft Shear: @ Left 1.89 k Max. Negative Moment 0.00 k -ft at 0.000 ft © Right 1.89 k 7. Max © Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.067 in Max. M allow 4.37 © Right 0.000 in Reactions... fb 739.11 psi fv 67.32 psi Left DL 1.08 k Max 1.89 k Fb 1,050.00 psi Fv 170.00 psi Right DL 1.08 k Max 1.89k Deflections •.=•W C.i:m!r+r.J tom •..,,!•c +Tt1R`fc- /.+.': tTYO( ,.c.- ,, ^- , .-, > i.v ,sv_i;_;.. ,,,,,i...Ka 1, �S., 3 ,.. .,,,a::.µ,,,, +,:m -4 , .t W., c:- -F v'¢.^_E. _ w Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.044 in -0.078 in Deflection 0.000 in 0.000 in ...Location 3.250 ft 3.250 ft ...Length /Deft. 0.0 0.0 ...Length /Defl 1,754.9 1,001.23 Right Cantilever... Camber ( using 1.5' D.L. Defl) ... Deflection 0.000 in 0.000 in © Center 0.067 in ...Length /Defl 0.0 0.0 © Left 0.000 in @ Right 0.000 in Stress Calcs f Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 3.07 k -ft 35.13 in3 1,050.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,050.00 psi Shear Analysis @ Left Support © Right Support Design Shear 2.18 k 2.18 k Area Required 12.820 in2 12.820 in2 Fv: Allowable 170.00 psi 170.00 psi Bearing @ Supports Max. Left Reaction 1.89 k Bearing Length Req'd 0.865 in Max. Right Reaction 1.89 k Bearing Length Req'd 0.865 in • To specify your title block on Title : Job #3?‘4: 37 these five lines, use the SETTINGS Dsgnr: Date: 1:25PM, 28 NOV 05 main menu selection, choose the Description : Printing & Title Block tab, and ent Scope : 13 i 4 /(i - your title block information. i F Rev 550100 Page 1 User. KW-0603570, Ver 5.5.0, 25- Sep -2001 General Timber Beam g 4 (c)1983 -2001 ENERCALC Engineering Software s: \csa structural .roects 'obs13900- 39991396 I ,, , ,,,tKrv: a• m: RUraa :?•a:a,arxrzvv;wnccair o*x+ -_- rv?.werpma. +r..^,, ,m:mn. _ - , r_as -. r1,e- vinsmn2a^+� Description Beam B -1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements +t v.. 41.: rCV+r.4, 4 r, :':., :FYR%4}T' rr i 41,,, .r i5 - : ,,,,,J:,T '....rte =2:16., ,;.�r { . i.^, 7,,,,_,,,-Y ,,.' /girt.•.^ ^RA-.,,,,..' ,,,,,„ ..,,,,,, ,,,.,,,, Section Name 5.125x9.0 Center Span 20.00 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fe Allow 650.0 psi Wood Density 45.000 pcf E 1,800.0 ksi Full I1 a ull Len Uniform Loads , : ".6rry. -� ,•... , ,< . ..; ,.�- ,,:Kr: , T W .,'•" r •, , ,,_, ,,n c, - +r .. r..r-- ,T,,,,.- ..,,,:= •.:,,,,,, Center DL 98.00 #/ft LL 163.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL . #/ft L Summary 4 Beam Design OK Span= 20.00ft, Beam Width = 5.125in x Depth = 9.in, Ends are Pin -Pin Max Stress Ratio 0.995 : 1 Maximum Moment 13.8 k -ft Maximum Shear * 1.5 3.8 k Allowable 13.8 k -ft Allowable 11.1 k Max. Positive Moment 13.77 k -ft at 10.000 ft Shear: @ Left 2.75 k Max. Negative Moment 0.00 k -ft at 20.000 ft @ Right 2.75 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 1.083 in • Max. M allow 13.84 Reactions... @ Right 0.000 in fb 2,388.41 psi fv 83.12 psi Left DL 1.12 k Max 2.75 k Fb 2,400.00 psi Fv 240.00 psi Right DL 1.12 k Max 2.75 k Deflections i ew1.1 W 7,...+. x.1,:<-:> x'-: P,4v 41._, 1".{ 1,.c,"IS. 1J l r• O S Ai'-• - . IC�y. 1.- F� .V!'.•,r awme.� #.: cl 1, X=.4.T..RC'F1S:M:ATiR.rtlf,14f Tr; in, :TIWV^a!, J:IFIV. FIl',V121,,,,,I.e, Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.722 in -1.769 in Deflection 0.000 in 0.000 in ...Location 10.000 ft 10.000 ft ...Length /Defl 0.0 0.0 ...Length /Defl 332.4 135.66 Right Cantilever... Camber ( using 1.5* D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 1.083 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics vs-1.52, , ,11,,,J. :.:>•!;:,,,, ..: - a::v_ - rmrn•.rawssr17.1 - x:. sr!+..r otr.,,, ras7.1,11:..,a:r•717:9•-777.c¢ a71, ,A. •717,, rim-• s nw�v . :7 ::,,,,,r.-_.. x.....714.: rrx•*s,:. x:: k: .+0271. -Mrv_ Bending Analysis Ck 22.210 Le 0.000 ft Sxx 69.188 in3 Area 46.125 in2 Cv 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Read Allowable fb @ Center 13.77 k -ft 68.85 in3 2,400.00 psi • @ Left Support 0.00 k -ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.83 k 3.83 k Area Required 15.974 in2 15.974 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 2.75 k Bearing Length Req'd 0.827 in Max. Right Reaction 2.75 k Bearing Length Req'd 0.827 in Project Description: GSA Consulting Engineers Job 4 3 ' 7 5 ° To/ 15 82nd Drive Suite 150 Gladstone, OR c11021 Date: • • 6 L oniti coLww . - / . i n Aizivige g,gic 5$ Je 01 77ey aceix 84.--z:71:573g ii?yY P 3 ,a5E lx 4 0'2 n.F," 6 C- 16044NA 11 R=g6.0O h?=-aige /exit = .70 6 ny(2)- x6 • i cyr . i 10 FRP)/ ( -2 Pu7Pul os.E (2) 2 xr‘, IV 2 De-F.- I • _FO 0 Tiltie DE5/4A/ 5T,e,P FAATINO (542 - Pk, ROOF = 1 Rt: W14. NNW 4 • WDi learil 21° A 'kki Afe I 1 # /t4. • 11077/6 2500 4 Xtih / ' F le 22"Ni Fro,3 =-70000-0D(0 $92 OD% • . 1,1$E P-10" 12" beEP w/ bmf6 • OA To specify your title block on Title : Job # 3960 4 6 these five lines, use the SETTINGS Dsgnr: D. Parcel Date: 8:45AM, 10 MAR 06 main menu selection, choose the Description 2. . Printing & Title Block tab, and ent C U/1/ C your title block information. Scope Rev: 550100 User. KW-0603570, Ver5.5.0, 25- Sep -2001 Timber Column Design Page 1 (c)1983 -2001 ENERCALC Engineering Software umn s:\csa structural Oroiects \lobs \3900 3999 \396 J Description Column C -1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements • w ;e. : Li, k, 1,,;.. eRr3a .,,,..4 wr 0r.r., & k.i. ,, ..1xl::,;Q rz.* ..�.n• .:.?tiT .�,:.�i; _ •ae�mr ;' :s:�.; i. :, nw:..--••••,,,,,, L w ,..,, Wood Section 4x6 Total Column Height 7.00 ft Le XX for Axial 7.00 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 3.50 ft Column Depth 5.50 in Fc 1,350.00 psi Lu XX for Bending 7.00 ft Width 3.50 in Fb 900.00 psi Sawn E - Elastic Modulus 1,600 ksi Loads ".,,,, - e:.Y,Sa ..a.- .5,4,r,J } .t.,x `,,,, 1 ..t 4. - :l •, ..- ...,^k,,,,`e,,,,, ,, i'Z.1113K. • , ,Irl .; . 47- • +-4,11.,,,,,,,, ,, ;r" 2/. "l^ :'.•<_.F:. A Dead Load Live Load Short Term Load Axial Load 4,530.00 lbs 5,160.00 lbs 0.00 lbs Eccentricity 0.000 in k. Summary } :. Column OK Using : 4x6, Width= 3.50in, Depth= 5.50in, Total Column Ht= 7.00ft DL +LL DL +LL +ST DL +ST fc : Compression 503.38 psi 503.38 psi 235.32 psi Fc : Allowable 1,173.53 psi 1,173.53 psi 1,173.53 psi fbx : Flexural 0.00 psi 0.00 psi 0.00 psi F'bx : Allowable 1,162.44 psi 1,162.44 psi 1,162.44 psi Interaction Value 0.4289 0.4289 0.2005 Stress Details � : ",T ':..�.1'rf f 'A e: �r .: .4L'r':.. 'Hr1: ..� .i:v'w >f¢. .. w „.- 2ae!.+:SY'r. i:Jn= .. .:.b'Y':.::5 '!. •Y:s.: .n.. LN.n' '. :1rC:. ' .T- '.J- u.::'4 Fc : X-X 1,173.53 psi For Bending Stress Calcs... Fc : Y -Y 1,314.00 psi Max k'Lu / d 50.00 F'c : Allowable 1,173.53 psi Actual k•Lu /d 23.10 F'c:Allow • Load Dur Factor 1,173.53 psi Min. Allow k'Lu / d 11.00 F'bx . 1,162.44 psi Cf:Bending 1.300 F'bx' Load Duration Factor 1,162.44 psi Rb : (Led / b ^2) A.5 8.330 For Axial Stress Calcs... Cf : Axial 1.100 Axial X -X k Lu / d 15.27 Axial Y -Y k Lu / d 12.00 • To specify your title block on Title : Job # 3960 these five lines, use the SETTINGS Dsgnr: D. Parcel Date: 8:46AM, 10 MAR 06 42 main menu selection, choose the Description Printing & Title Block tab, and ent C 0l,O�/W G -4 2 your title block information. Scope : • Rev. 550100 User KW-0603570,Ver5.5.0,25Sep -2001 Timber Column Design Page 1 (c)1983 -2001 ENERCALC Engineering Software s'\Csa structural Drolectsliobs\3900 3999 (c) 1983 -2001 ENERCALC Engineering Software structural 3999 \396 Description Column C -2 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements YT.: 1:. .:i .T- 'l:ri• �A'.�:f'.:.^Y- ' YT' hFG ,. tr .. � , 4:YS..A- .:.�.nari4.?S: I7r,t. TY?.. -.Y /1 .t •^rl+![' :tit:.r :.5i -: "�' �` Wood Section 2 -2x6 Total Column Height 7.00 ft Le XX for Axial 7.00 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 3.50 ft Column Depth 5.50 in Fc 1,350.00 psi Lu XX for Bending 7.00 ft - Width 3.00 in Fb 900.00 psi Sawn E - Elastic Modulus 1,600 ksi Loads 1 ri•V ,.:':..7.75 Z ?..n`G:,.-FX._,—.7,OVI.R:/Jd `N.: :,S:.CViSrAT ".:•,S,,,, : 4^.-- TGO,477 T' , re _ ' '.:.f•.5- :: T:r�::. ScRC'.ri.eL -If '..W - . -' - : : rr. ..F. s2'. '4:Y'Sl.".L Dead Load Live Load Short Term Load Axial Load 2,650.00 lbs 3,050.00 lbs 0.00 lbs Eccentricity 0.000in Summary .. <.F., ... Column OK Using : 2 -2x6, Width= 3.00in, Depth= 5.50in, Total Column Ht= 7.00ft DL +LL DL +LL +ST DL +ST fc : Compression 345.45 psi 345.45 psi 160.61 psi Fc:Allowable 1,173.53 psi 1,173.53 psi - 1,173.53 psi fbx : Flexural 0.00 psi 0.00 psi 0.00 psi F'bx : Allowable 1,159.27 psi 1,159.27 psi 1,159.27 psi Interaction Value 0.2944 0.2944 0.1369 Stress Details ri ,., - .m• .a n" . 01,- , E-..., :. vnS. Ti rsl; a, :I,." ',':`:, , r.R - V ',,:. v'. .T...:. ... ,-.r., r 4? Fc : X -X 1,173.53 psi For Bending Stress Calcs... Fc : Y -Y 1,234.21 psi Max k*Lu / d 50.00 F'c : Allowable 1,173.53 psi Actual k*Lu/d 23.10 F'c:Allow • Load Dur Factor 1,173.53 psi Min. Allow k•Lu / d 11.00 F'bx 1,159.27 psi Cf:Bending 1.300 F'bx • Load Duration Factor 1,159.27 psi Rb : (Led / b ^2) A.5 9.719 For Axial Stress Calcs.., • Cf : Axial 1.100 Axial X -X k Lu / d 15.27 Axial Y -Y k Lu / d 14.00 • Project Description: GSA Consulting En Job � P g gine 3 � 15 82nd Drive Suite I50 Gladstone, OR 81021 Dote: • .FPPI/A Z460/7,)_ sec also f r eUf . P Es1dN PDO17/V (5. E, s10) e4L'e £e .a Cdlumi► oS,s "" pL j icor 25/ 644, ifpttrA, 144 ADM =7 ' 4 ' 'V? Pi' Fidoe leig7 7/../ /On 4 240 94 Why -- 131 ��. 9/ 1, FOR j' V(�ioE pprovo ' S),? �) � (good -1-� l��;0) >_1g13 V5E , � :. 0 " x l2 Val) .57 Fa I • • Fek r brato . ' Ht »i ie H 3 • 949 tA. +« -° `, `' po S Svnf I oTigi 4 s' ?1 "L II - fia IN 5 Ell. 510C p .15;11 p.sf 1 /.:33(4) (To' t) J 8,Z67 ; g-q41.3= . .. ' • a.P� �. DROP& (scow) --/p3 200o( 46°7 2300 / -Same coNc e 41 41,F. = 1,4 / � 144= 01204)40,00 -- 9,44 VA( b d z A Zoo M W 2 Z� a j=t= i • $ 0, 061' "' 269 9 _ AP01.3 fF14k4 1, A5 bf —4b032 (2)(8) = o,58 ;2 os9 so V6Eica)-*4 LORI, 1MM ON c nor.F1 Project Description: GSA Consulting Engineers • Job #:gdo . 15 82nd Drive Suite 150 Gladstone, OR c11021 Date: • 2- F7/4' 4 FF,e 6" x vg riieGi} 404 iotoa • ieopF r7 /r. Item = . 6._r 0 «). = q1 "fe • toor it94 leo f orP • Fay . ` x 2 ` A. = .1. art � . • CI AP. 1.4.tP C2o6le H g4/ ZI PLI Fr ; • • • UP4IFr 1 3 1pd�ldoteer G #I ) • *rL( �., 151 • SP . • • • T fi— X73 'DIP 2`x 2 x l2'' F7 , • • • - • • WT, 2 f 05.4 • > 323* A IT, • . �,r', , x 6 "p m/ 404OflW 41)/ x 2 X 1, 0 roof/' AW! f/ /f )°$j. -ccs7 .--6 c vow off) Amo EPB (04( ELtvs= P®yr 1; 04 • • Project Description: GSA Consulting Engineers Job #: 3960 4c/ 15 82nd Drive Suite 150 Gladstone, OR 81021 Date: 2 F 7l N6 ; ±o " 6 B piEt r • FRon C -3 - -ciNrZie Flo ®re cozpAN pre( .31 *Low 5. B, F = 2040o (%) /So = 18E psF • AREO'a > f .___ 172160 B, P. .133 IT USA 3'x3' T / /CkENco 51.442 • 1726° ..0 2 = 1'7 18 sf /3 ,� P . Sll'zPSom P13566 644 • POST MS "4 16 0/4 F-61 / MrD -o�r�o - .. 0) • • • NTEkIofe Faon d Nis l'l 7 : r I CP'Fekk 'Fo&gr � Eh; �r��r � . 0 1 L F ; fv�o b. :4 6 44-1 � M = 3, 07 (/, 2 5)z/ z = 2:1-O r r ,04 j = 6 d 42 = 4.12 . 04 . ® H C F /J = 2.40 D. DO = 37.5' - 37s '`� M /N s -1 4 =0.0008 A.5"zikvi '133 = 4260489(1.3, = 3 2 . ,; USA (f # F--W • • Project Description: GSA Consulting Engineers Job #: S ?‘d it • 15 82nd Drive Suite 150 Gladstone, OR 81021 Date:. r/0/pc 2 Eri4 iwi Ita OA L S ETA lil /4/4 ,. /f44 t2 .....614J. ()VW 5105 It M;E, END y oly pid4. , . . TC/ez - .. R/ Lt -. 9 '10!kr, 549 r 1, -1, g 4e /9n4&/Lb AcTnv1 5 01h PIer-s :: = X.r i 4141, P 7 .04 11015.=- 140c, fl//G SI /cwt' .C4.4 18 11 &WU) I#.rE lip • � 1' Y $l ' L ri = 2S0 ps P • • • l=aolmidi$0 /4 fivelp / = 4,34 17/15t VIILvEs ( leaf jls'f . cHo9h6iA .s4iOler /X14 4 al,. Oiv2m)= (j5 4_ 38)09,74 .= 995 at 3 / 1 8/* PT • Ail& L. b, (ok s ue,) ( + CO375 _ 1.144.? ' ► G► E EFFF - ate Tff� ,�s!!A! or 114T�'1M1. 2 & ?P Fi WI Refie ,qIt 4144 3�0 o 11)T ( r fie) — 33. (375) = l42 g" • • AX lik LML (0?,Ow (1/) =- 13 2 r' WA[.o ° (,) 6 = �g F O R . Id T, ev � FORGE 1 dos . 44._____ Sirs, teef -, • LET Rea (EE.) 1 6bs (0,6700- I., F, ' i !/g fk IV' T r), • "1 1 �j a li 5L413 RFS' NA N S rzl DM .. .'., • I 13 i 4 t i l .. PE cileilim 7 - nr:5 j, B11.5E . • 1 Geotechnical & Environmental Consultants 2 • V 9725 SW Beaverton - Hillsdale Hwy, Ste 140 Portland, Oregon 97005 -3364 PHONE 503- 641 -3478 FAX 503 -644 -8034 • October 19, 2005 4364 GEOTECHNICAL RPT Harris - McMonagle Associates, Inc. 12555 SW Hall Boulevard Tigard, OR 97223 -6287 DRAFT Attention: Jim Harris, PE SUBJECT: Geotechnical Investigation Harris - McMonagle and Associates' Office Building Tigard, Oregon At your request, GRI has conducted a geotechnical investigation for the above - referenced project. The general location of the site is shown on the Vicinity Map, Figure 1. The geotechnical investigation consisted of subsurface explorations, limited laboratory testing, and engineering studies and analyses. This report describes the work accomplished and provides our conclusions and recommendations for design and construction of the project. PROJECT DESCRIPTION As presently envisioned, the new office building will be a.two-story structure with a footprint of about 43 by 100`ft; a portion of the northwest wall of the building will be embedded up to 8 ft below existing site grades. A new access driveway and parking areas will be constructed in conjunction with the building. The project elements are shown on the Site Plan, Figure 2. The maximum height of cuts and fills is anticipated to be less than 8 ft. In addition, some type of retaining wall will likely be needed along a portion of the northern property line. SITE DESCRIPTION Topography Based on the Site Plan you provided, the existing ground surface across the site varies from about elevation 193 to 171 ft. he property measures about 100 by 250 ft and is currently occupied with a single - family residence; several large trees are also present on the property. An existing retaining wall with a maximum height of about 10 ft is located along the southern property boundary. Geology and Groundwater - The site is likely underlain by soils of the Willamette Silt Formation. In general, Willamette Silt is composed of unconsolidated beds and lenses of fine- grained sand, silt, and clay, with occasional scattered pebbles. Stratification within this formation commonly consists of 4- to 6-in. beds, although 3- to 4-ft beds are present locally. In some areas, the silt is massive and bedding is indistinct or nonexistent. The silt is typically tan to light brown, but occasionally light gray below depths of about 10 to 30 ft. The groundwater level in the Tigard area is relatively shallow and approaches the ground surface during the winter. 1 r Z7 below this depth, the moisture content tends to remain relatively unchanged and well above the optimum moisture content for compaction. As a result, the contractor must employ construction techniques that prevent or minimize disturbance and softening of the subgrade soils. Stripping and excavation should accomplished using equipment with smooth cutting edges such as a dozer or trackhoe. • To prevent disturbance and softening of the fine- grained subgrade soils during wet weather or ground conditions, the movement of construction traffic should be limited to granular haul roads and work pads. In general, a minimum of 18 in. of relatively clean, granular material is required to support concentrated construction traffic, such as dump trucks and concrete trucks, and to protect the subgrade. A 12 -in. -thick . granular work pad should be sufficient to support occasional truck traffic and light construction. operations. A geotextile strength/separation fabric (Amoco 2000 or equivalent) placed on the exposed subgrade prior to placement and compaction of the granular work pad may improve the performance of work pads and haul roads. Final grading of the areas around the building should provide for positive drainage of surface water away from the building and exposed slopes to minimize erosion. Temporary excavation slopes should be made no steeper than about 1H:1V, and permanent cut and fill slopes should be no steeper than 2H:1V. In addition, the existing retaining wall along the south boundary of the property does appear to be well engineered and able to support additional surcharge loads, such as the addition of structural fill. We recommend not placing any fill within 10 ft of the existing wall. Structural Fill In our opinion, the on -site, fine- grained silt soils that are relatively free of organics are suitable for use in structural fills. As previously mentioned, fine- grained, silty soils are sensitive to moisture content and can only be placed and compacted during the dry summer and early fall months. During wet conditions, structural fills should be constructed using granular materials with a maximum size of up to 6 in. and not more than, about 5% passing the No. 200 sieve (washed analysis). Granular material, such as fragmental rock, sandy gravel, and sand are suitable for this purpose. Structural fills should be compacted in lifts to at • least 95% of the maximum dry density determined by ASTM D 698 at a moisture content within 3% of optimum. However, coarse, granular fill material, i.e., larger than about 1 in., should be compacted with a vibratory roller until well keyed. Generally a minimum of four passes with a medium weight, 48- in.-diameter drum, vibratory roller are needed to achieve a well -keyed fill. Utility trenches within building, pavement, and sidewalk areas should be backfilled with granular structural fill, such as sand, sand and gravel, or fragmental rock of up to 2 - in. maximum size with less than 5% passing the No. 200 sieve .(washed analysis). Granular backfill should be placed in lifts and compacted to 95% of the maximum dry density as determined by ASTM D 698. Compaction by jetting or • flooding should not be permitted. • Foundation Support Foundation support for the new building can be provided by conventional wall- and column -type spread footings. Footings should be established at a minimum depth of 18 in. below the lowest adjacent finished grade. Wall and column footings should have a minimum width of 18 and 24 in., respectively. Excavations for all footings should be made with a smooth -edge bucket and observed by a geotechnical engineer. Soft or otherwise unsuitable foundation subgrade should be overexcavated to the limits shown • 4 2- on Figure 4. During wet weather or ground conditions, we recommend placing a 3 -in. -thick layer of compacted crushed rock over the footing subgrade to prevent disturbance of the moisture sensitive, fine- r grained silt. • Footings established in accordance with these criteria can be designed to impose an allowable soil bearing pressure of up to 2,000 psf. This value applies to the total of dead load plus frequently and/or permanently applied live loads and can be increased by one -third for the total of all loads; dead, live, and wind or seismic. We estimate the total settlement of spread footings supporting column and wall loads of up to 100 kips and 4 kips /ft, respectively, will be less than 1 in. Differential settlements between adjacent comparably loaded footings should be less than half the total settlement. Horizontal shear forces can be resisted partially or completely by frictional forces developed between the base of spread footings and the underlying soil and by soil passive resistance. The total frictional resistance between the footing and the soil•is the normal force times the coefficient of friction between the soil and the base of the footing. We recommend an ultimate value of 0.30 for the coefficient of friction for footings established on undisturbed silt subgrade. The normal force is the sum of the vertical forces (dead load plus real live load). If additional lateral resistance is required, passive earth pressures against embedded footings can be computed on the basis of an equivalent fluid having a unit weight of 250 pcf. This design passive earth pressure would be applicable only if the footing is cast neat against undisturbed soil, or if backfill.for the footings is placed as granular structural fill. This value also assumes the ground surface in front of the foundation is horizontal, i.e., does not slope downward away from the toe of the footing. Floor Support/Subdrainage Slab -on -grade floors that are established at or above adjacent final site grades should be underlain by a minimum 8 -in. -thick granular base course. The base course material should consist of crushed rock of up to 1 -in. maximum size with less than about 2% passing the No. 200 sieve (washed analysis). Crushed rock of 1 /2- to 1 /2 -in. size is often used for this purpose. The upper 2 in. of this material may be replaced with relatively clean, 3 /4 -in. -minus crushed rock to facilitate placement and compaction. The base course should be installed in a single lift and compacted until well keyed by at least four passes with a medium weight, 48- in.- diameter drum, vibratory roller. In our opinion, groundwater levels during the wet, winter season may be expected to rise to near the • existing ground surface. We recommend that structures embedded below existing site grades be provided with subdrainage systems to reduce hydrostatic pressure and the risk of groundwater entering through embedded walls and floor slabs. Typical subdrainage details for embedded structures are shown on Figure 5. The figure shows peripheral subdrains to drain embedded walls and an interior granular drainage blanket beneath the concrete floor slab, which is drained by a system of subslab drainage pipes. All groundwater collected should be drained by gravity into the storm sewer system. In areas where floor coverings will be provided or moisture - sensitive materials are stored, it may be appropriate to install a vapor- retarding membrane. The vapor- retarding membrane should be installed in accordance with the manufacturer's recommendations. Typical details of a vapor- retarding system that has worked successfully in similar applications are shown on Figure 5. • 5 • 22 Seismic Considerations Based on our review of the 2003 International Building Code (IBC) and the 2004 Oregon Structural Specialty Code (OSSC), we recommend using Site Class D to evaluate the seismic design of the structures. Based on our review of available published information (Madin, 1990), the subsurface conditions disclosed at the site, and the ground motions anticipated at the site by the IBC, it is our opinion the risk of liquefaction of the soils below the groundwater level is moderate. We estimate that liquefaction - induced settlement could be on the order of several inches, with differential settlements up to half of the total settlement. In our opinion, the potential for ground rupture and landslides at the site is low, and the risk of tsunamis and seiches is absent. Retaining/Basement Walls • Design lateral earth pressures for embedded walls depend on the type of construction, i.e., the ability of the wall to yield. The two possible conditions regarding the ability of the wall to yield include the at -rest and the active earth pressure cases. The at -rest earth pressure case is applicable to a wall that is considered to be relatively rigid and laterally supported at top and bottom and, therefore, is unable to yield. The active earth pressure case is applicable to a wall that is capable of yielding slightly away from the backfill by either sliding or rotating about. its base. A conventional cantilevered retaining wall is an example of a wall that develops the active earth pressure case by yielding. • _ Yielding and non - yielding walls can be designed using a lateral earth pressure based on an equivalent fluid having a unit weight of 35 and 45 pcf, respectively. These design lateral earth pressures assurr a that the wall backfill is completely drained, and the grade behind the wall is horizontal (i.e., non-sloping The essential elements of a suggested drainage system for retaining/basement walls are shown on Figure 5. Lateral pressures due to surcharge loads can be estimated using the guidelines shown on Figure 6. Additional lateral earth pressures associated with the ground motions anticipated during an IBC seismic event can be modeled using a seismic resultant force equal to about 40% of the static resultant force based on the above - mentioned equivalent fluid pressures. The seismic resultant force acts in addition to the static lateral pressures at a distance above the base of the wall equal to 0.6 times the height of the wall. Overcompaction of the backfill behind walls should be avoided. In this regard, we recommend compacting the backfill to about 93% of the maximum dry density (ASTM D 698). Heavy compactors and large pieces of construction equipment should not operate within 5 ft of any embedded wall to avoid the buildup of excessive lateral pressures. Compaction close to the walls should be accomplished using hand - operated vibratory plate compactors. Pavement . We anticipate that new pavement will be subject primarily to automobile traffic with some light truck traffic. The following pavement section is based on our experience with similar developments and subgrade soils and assumes the pavement subgrade consists of on -site silt soils compacted as recommended for structural fill, or firm, undisturbed silt in cut sections. 6 Project Description: GSA Consulting Engineers Job #r$1 15 82nd Drive Suite 150 Gladstone, OR 81021 Date: • 72 �e = MMOM& 10/144 Leber-) -1 DIY NM, 4ellovia "401.Z eier.o.reweE d iea (Few .4.0/g "'465 PS' r arceadoE = 2 • • F "7Ave medi ei / ASP 4-X /41 4, . 4. = • li14* S ` �9� Jew - N P I JT,dee191 & P FRII leTYRV/ Ate • • 110 Ile: RAM -Mirn if/i9i s. & i nvi# B _P 45eil/Pri oh, ,5 - - 11E1.64(7 - I T6Rekktf5.) kw-2 1 .R. ' s:. /5 . -s )4A0' R tio • Air ._ 1 ir0/ -5 AO ., .2.8s1 12" kW- 6 [ iP 12 am " • . .KESIMIL • 'ro ject Description: GSA Consulting Engineers Job #:3160 5 g g 2 15 82nd Drive Suite 150 Gladstone, OR 81021 Dote: • R FTh /WJii/I 0 ,44 L5 (c • IN() . �ei n Ig Er,41F/d/16 W$LL,S Oeta -7 - N '10) (44 r c,yy 14 , c7/ 1 so pica oirE — : , ' :A . M45%l0 elego5 EE = ..5 s1 • • FDOri v`c /5' /L, friNG 17m( = (4 34) ReWiria 1,01 D.S • . } ; ps.-P s. • 5////414R G $ 1diV4r"Le I -X -R . • . R ET/VA M G W41 1,-C ARE UJM'E'SINA WID 411 Tap a)r- dge PE 5 ciel rid Coll Pi a er 9 c F • Rid-7 • • JD' . • 7' s' iew_9 g , 8 „ 6 1. ♦DAI RW -10 4' . 2 L0" . k■u 1 • • To specify your title block on Title : Job #3 CM 00 these five lines, use the SETTINGS • Dsgnr: Date: 9:52AM, 10 JAN 06 main menu selection, choose the Description Printing & Title Block tab, and ent Scope : J ,) 1 your title block information. vV Rev: 550100 _ User KW0603570,Ver5.5.0,25- Sep -2001 Cantilevered Retaining Wall Design Page 1 (c)1953 - 2001 ENERCALC Engineering Software sAcsa structural projects1jobs13900- 39991396 Description 2 -A -C 12.75' W/ LATERAL LOAD (NW & NE SIDE) Criteria ii - Soil Data Footing Strengths & Dimensions .. ^.M"G'••,.�:5 S.IP!.. YP. 1 ti= YN :"!.Y1.yY-C."N^pt +.'.. ",F:2" Y.'fi f1M::f::fn fFl�'C• " +SRHW'SCK: �i9lYF: `S:4vvC<Ti.4, veY T� M:•'.?'!�: YA )MTatV ^3' Retained Height = 11.50 ft Allow Soil Bearing . = 2,000.0 psf ft = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Slope Behind Wall = 0.00 : 1 Heel Active Pressure = 40.0 Toe Width = 4.67 ft Toe Active Pressure = 0.0 Heel Width = 1.33 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 Total Footing Width = 6.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 15.00 in FootingllSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = • 0.00 ft • Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem j Axial Load Ap plie d to Stem ' Surcharge Over Heel = 0.0 psf Lateral Load = 118.0 #/ft Axial Dead Load = 995.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 12.50 ft Axial Live Load = 1,400.0 lbs Surcharge Over Toe = 0.0 psf ...Height to Bottom = 11.50 ft Axial Load Eccentricity = 0.0 in Used for Sliding & Overturning Desi Summ Stem Construction Top Stem Stem OK Total Bearing Load = 6,407 lbs Design height ft = 0.00 ...resultant ecc. = 6.03 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 1,605 psf OK Thickness = 10.00 Soil Pressure @ Heel = 531 psf OK Rebar Size = # 6 Allowable = 2,000 psf Rebar Spacing = 7.00 • Soil Pressure Less Than Allowable Rebar Placed at = Edge ACI Factored @ Toe = 2,069 psf Design Data ACI Factored @ Heel = 685 psf fb /FB + fa/Fa = 0.947 Footing Shear @ Toe = 37.1 psi OK Total Force @Section lbs = 4,697.1 Footing Shear @ Heel = 17.3 psi OK Moment....Actual ft-# = 19,643.8 Allowable = 85.0 psi Moment Allowable = 20,738.9 Wall Stability Ratios Shear Actual psi = 55.9 Overturning = 1.58 OK Shear....Allowable psi = 85.0 Sliding = 0.50 UNSTABLE! Bar Develop ABOVE Ht. in = 28.08 Sliding Calcs Slab Resists All Sliding 1 Bar Lap /Hook BELOW Ht. in = 11.82 Lateral Sliding Force = 3,369 lbs . Wall Weight = 120.8 0• K. [ A d ebar De psC d tl'(il�asonr Data 'd' in = 7.00 jiieill /V psi = $®T,-f° i psi otid Grouting Footing Design Results Special Inspection = • Modular Ratio 'n' = ' Toe Heel Short Term Factor = Factored Pressure = 2,069 685 psf Equiv. Solid Thick. = • Mu' : Upward = 18,620 . 0 ft-# Masonry Block Type = Norma! Weight Mu' : Downward = 2,858 938 ft-# Concrete Data Mu: Design = 15,763 938 ft-# ft psi = 2,500.0 Actual 1 -Way Shear = 37.05 17.28 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: #4@ 5.75 in, #5@ 9.00 in, #6@ 12.75 in, #7@ 17.25 in, #8@ 22.75 in, #9@ 28. Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S *Fr Key Reinforcing = None Spec'd Key: No key defined • • • To specify your title block on Title : Job #3qoo these five lines; use the SETTINGS Dsgnr: Date: 9:52AM, 10 JAN 06 5 main menu selection, choose the Description : (Ct Printing & Title Block tab, and ent Scope : �- 1 your title block information. Rev: 550100 _User. KW-0603570, Ver 5.5.0, 25-Sep-2001 Cantilevered Retaining Wall Design Page 2 (c)1983 - 2001 ENERCALC Engineering Software s:lcsa structural projectsljobs \3900- 39991396 Description 2 -A -C 12.75' W/ LATERAL LOAD (NW & NE SIDE) Summ of Overtur &Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 3,251.3 4.25 13,817.8 Soil Over Heel = 632.1 5.75 3,633.9 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 118.0 13.25 1,563.5 Axial Dead Load on Stem= 995.0 5.08 5,057.3 Load @ Stem Above Soil = Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,450.0 5.08 7,369.9 Total = 3,369.3 O.T.M. = 15,381.3 Earth @ Stem Transitions= Resisting /Overturning Ratio = 1.58 Footing Weight = 1,124.8 3.00 3,373.9 Vertical Loads used for Soil Pressure = 6,407.0 lbs Key Weight = Vert. Component = 805.1 6.00 4,830.1 Vertical component of active pressure used for soil pressure Total = 5,007.0 lbs R.M.= 24,265.0 • To specify your title block on Title : Job # 3 /e0 these five lines, use the SETTINGS Dsgnr: Date: 1:57PM, 10 MAR 06 main menu selection, choose the Description Printing & Title Block tab, and ent Scope : f�� P2 your title block information. • • Rev: 550100 - User. KW-0603570, Ver5.5.0, 25- Sep -2001 Cantilevered Retaining Wall Design Page 1 (c)1983 - 2001 ENERCALC Engineering Software s:lcsa structural projects ljobs13900- 39991396 Description 2 -A -C 12.25' Criteria Soil Data Footin Stren & Dimensions Retained Height = 11.00 ft Allow Soil Bearing = 2,000.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.25 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 Toe Width = 4.17 ft Toe Active Pressure = 0.0 Heel Width = 1.33 Height of Soil over Toe = 0.00 in Passive Pressure . = 250.0 Total Footing Width = 5.50 Soil Density = 110.00 pc{ Water height over heel = 0.0 ft Footing Thickness = 15.00 in FootinglISoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft ' Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load-Ap to Stem Axial Dead Load = 995.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 1,400.0 lbs Design Summary Stem Construction r Top Stem Stem OK Total Bearing Load = 6,052 lbs Design height ft = 0.00 ...resultant ecc. = 1.33 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 1,233 psf OK Thickness = 8.00. Soil Pressure @ Heel = 968 psf OK Rebar Size = # 6 Allowable = 2,000 psf Rebar Spacing = 7.00 Soil Pressure Less Than Allowable Rebar Placed at = Edge ACI Factored @ Toe = 1,603 psf Design Data ACI Factored @ Heel = 1,258 psf fb /FB + fa/Fa = 0.946 Footing Shear @Toe = 28.8 psi OK Total Force @ Section lbs = 3,599.8 Footing Shear @ Heel = 18.5 psi. OK Moment....Actual ft-#= 13, Allowable = Moment.....Allowable = 13,950.3 85.0 psi Shear Actual psi = 60.0 Wall Stability Ratios Overturning = 1.90 OK Shear....Allowable psi = 85.0 Sliding = 0.61 I Bar Develop ABOVE Ht. in = 28.08 Sliding Calcs Slab Resists All Sliding I A , Ot Lap /Hook BELOW Ht. in = 11.74 Lateral Sliding Force = 2,626.1gaESPWaraVall Weight = 96.7 e BOrriDA4Rebar Depth 'd' in = 5.00 Masonry Data fm psi = Fs psi = Solid Grouting = Footin Design Res ults Special Inspection = Modular Ratio 'n' = Toe Heel Short Term Factor = Factored Pressure = 1,603 1,258 psf Equiv. Solid Thick. = Mu' : Upward = 13,157 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 2,278 1,263 ft-it Concrete Data Mu: Design = 10,879 1,263 ft-# f'c psi = 2,500.0 Actual 1 -Way Shear = 28.83 18.46 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: #4@ 8.50 in, #5@ 13.25 in, #6@ 18.50 in, #7@ 25.25 in, #8@ 33.25 in, #9@ 42 Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S • Fr Key Reinforcing = None Spec'd Key: No key defined • To specify your title block on Title : Job # g / :t0 these five lines, use the SETTINGS Dsgnr: Date: 1:57PM, 10 MAR 06 �� main menu selection, choose the Description : f') -2 n Printing & Title Block tab, and ent Scope : lei 2 �LB � L your title block information. Rev: 550100 User. KW -0603570,Ver 5.5.0, 25 - Sep - 2001 Cantilevered Retaining Wall Design Page 2 (c)1983.2001 ENERCALC Engineering Software 9 9 s:lcsa structural projectsljobs13900 3999\396 Description 2 -A -C 12.25' Summary of Overturnin & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,626.1 4.08 10,723.2 Soil Over Heel = 806.3 5.17 4,165.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = • Adjacent Footing Load = • Added Lateral Load = Axial Dead Load on Stem= 995.0 4.50 4,476.8 Load @ Stem Above Soil = Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,087.5 4.50 4,893.0 Total = 2,626.1 O.T.M. = 10,723.2 Earth @ Stem Transitions= Resisting/Overturning Ratio = 1.90 Footing Weight = 1,031.1 2.75 2,834.9 Vertical Loads used for Soil Pressure = 6,051.7 lbs Key Weight = Vert. Component = 731.9 5.50 4,024.7 Vertical component of active pressure used for soil pressure Total = 4,651.7 lbs R.M.= 20,394.5 • • • To specify your title block on Title : Job #3 • these five lines, use the SETTINGS Dsgnr: Date: 10:46AM, 28 NOV 05 57 main menu selection, choose the Description Printing & Title Block tab, and ent Scope : re L ''''„? your title block information. Lk Rev. 550100 User. K 2001E Engin Sep -2001 (c)1983-2001 eering Software Cantilevered Retainin Wall Design Page 1 2001 E Engin s:lcsa structural projectsljobs \3900- 39991396 Description 2 -A -C 10' Criteri Soil Data j Footing Strengths & Dimensions j Retained Height = 9.00 ft Allow Soil Bearing = 2,000.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.25 ft'. Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 Slope Behind Wall = 0.00:1 Toe Width = 3.50 ft Toe Active Pressure = 0.0 Heel Width = 1.33 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 Total Footing Width = 4.83 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingilSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in • for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in • Axial Applie to Stem Axial Dead Load = 995.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 1,400.0 lbs Design Summary 19 Stem Construction a Top Stem nr,vr s:Ill:e1,,.1 � :.,s.:R. <.�: Stem OK Total Bearing Load = 5,162 lbs Design height ft= 0.00 ...resultant ecc. = 3.21 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 714 psf OK Thickness = 8.00 Soil Pressure @ Heel = 1,422 psf OK Rebar Size = # 4 Allowable = 2,000 Rebar Spacing = 6.00 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data , ACI Factored @ Toe = 963 psf fb /FB + fa/Fa = 0.887 ACI Factored @ Heel = 1,919 psf Total Force @ Section lbs = 2,409.8 Footing Shear @ Toe = 28.2 psi OK Moment....Actual ft-# = 7,229.3 Footing Shear @ Heel = 18.6 psi OK Moment Allowable = 8,150.4 Allowable = 85.0 psi Wall Stability Ratios Shear Actual psi = 40.2 Overturning = 2.45 OK Shear Allowable psi = 85.0 Sliding = 0.72 15446.TOOMI Bar Develop ABOVE Ht. in = 18.72 Sliding Cafes Slab Resists All Sliding I t S`MCEBar Lap /Hook BELOW Ht. in = 7.35 Lateral Sliding Force = 1,750.0 CE-sentfinattieli Weight = 96.7 e pio yr, Masonry Depth to 'd' in = 5.00 fm psi = Fs . psi = Solid Grouting = Footing Design Results Special Inspection = Modular Ratio 'n' Toe Heel Short Term Factor = Factored Pressure = 963 1,919 psf Equiv. Solid Thick. = Mu' : Upward . = 7,310 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 1,286 907 ft-# Concrete Data Mu: Design = 6,024 907 ft-# fc psi = 2,500.0 Actual 1-Way Shear = 28.16 18.56 psi. Fy • psi 60,000.0 Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes 8. Spacings Toe Reinforcing = None Spec'd Toe: #4@ 11.25 in, #5© 17.50 in, #6@ 24.75 in, #7@ 33.75 in, #8@ 44.50 in, #9@ 4 Heel. Reinforcing = None Spec'd Heel: Not req'd, Mu < S • Fr Key Reinforcing = None Spec'd Key: No key defined To specify your title block on Title : Job N 0 these five lines, use the SETTINGS Dsgnr: Date: 10:46AM, 28 0 05 Description : main menu selection, choose the Printing & Title Block tab, and ent Scope : n iv 3 O ) sx your title block information. Rev: 550100 1 User..KW-0603570,Ver5.5.0,25 -Sep -2001 Cantilevered Retaining Wall Design Page 2 (01983 - 2001 ENERCALC Engineering Software s:lcsa structural projects\jobs13900- 3999\396 Description 2 -A -C 10' Sum of Overturning & Resisting Forces & Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 659.7 4.50 2,968.4 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 995.0 3.83 3,814.2 Load @ Stem Above Soil = Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 894.2 3.83 3,427.6 Total = 1,750.0 O.T.M. = 5,833.3 Earth @ Stem Transitions= Resisting /Overturning Ratio = 2.45, Footing Weight = 724.9 2.42 1,751.8 Vertical Loads used for Soil Pressure = 5,161.5 lbs Key Weight = Vert. Component = 487.7 4.83 2,357.2 Vertical component of active pressure used for soil pressure Total = 3,761.5 lbs R.M.= 14,319.3 • • • • • e • • To specify your title block on Title : Job #3 these five lines, use the SETTINGS Dsgnr: Date: 10:50AM, 28 NOV 05 main menu selection, choose the Descri : • Printing & Title Block tab, and ent Scope : gw-1 your title block information. Rev: 550100 User. ` (c)198 W 0603570, Ver 5.5.0, 5- Sep - Software Cantilevered Retaining Wall Desi Page 1 1 s: \csa structural projects \jobs13900 - 3999 \396 Description 2 -A -C 8' . Criteria 1 Soil Data j Footing Stren & Dime nsions Retained Height = 7.00 ft Allow Soil Bearing = 2,000.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.25 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 Toe Width = 2.25 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 1.33 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 Total Footing Width = 3.58 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingIiSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem_ b Axial Dead Load = 995.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 1,400.0 lbs Design Summary Stem Constr 1 Top Stem Stern OK Total Bearing Load = 4,459 lbs Design height ft = 0.00 ...resultant ecc. = 2.08 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 883 psf OK Thickness = 8.04 Rebar Size = # 4 Soil Pressure @ Heel = 1,605 psf OK Rebar Spacing = 10.00 Allowable = 2,000 psf • Soil Pressure Less Than Allowable Rebar Data = a ed at - Edge Design Data ACI Factored @ Toe = 1,233 psf fb /FB + fa/Fa = 0.668 ACI Factored @ Heel = 2,241 psf Total Force @ Section lbs = 1,457.8 Footing Shear @ Toe = 18.7 psi OK Moment....Actual ft-#= 3,401.4 Footing Shear @ Heel = 13.6 psi OK Moment Allowable = 5,094.1 Allowable = 85.0 psi Shear Actual psi = 24.3 Wall Stability Ratios Shear Allowable Overturning = 2.72 OK psi = 85.0 ' Sliding = 0.93 IdA TPiBbE! Bar Develop ABOVE Ht. in = 18.72 Sliding Calcs Slab Resists All Sliding IQ, fr, 5 /A . ar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 1,120,0d1gEr.�11,p`1 Wall Weight = 96.7 Depth 'd' in = 5.00 e M Data . . fm psi = Fs psi = Solid Grouting = Footing Design Results Special Inspection Modular Ratio 'n' Toe Heel - Short Term Factor = Factored Pressure = 1,233 2,241 psf Equiv. Solid Thick. = Mu' : Upward = 3,656 0 ft -# Masonry Block Type = Normal Weight Mu' : Downward = 532 640 ft-# Concrete Data Mu: Design = 3,125 640 ft-# fc psi 2,500.0 Actual 1 -Way Shear = 18.75 13.62 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: #4@ 17.00 in, #5@ 26.25 in, #6@ 37.00 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined • • To specify your title block on Title : Job X66 . these five lines, use the SETTINGS Dsgnr: Date: 10:50AM, 28 NOV 05 e main menu selection, choose the Description : &61/77) Printing & Title Block tab, and ent Scope : G ` j6 J _ i' your title block information. Rev: 550100 User. KW -0603570,Ver5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design Page 2 _ (c)1983 -2001 ENERCALC Engineering Software 9 g s:lcsa structural projects\jobs13900- 3999 \396 Description 2 -A -C 8' Summa of Overturnin • & Resistin • Forces & Moments k OVERTURNING .,- ,..n...,.._.._..�.,r. ,., ,.�..m,.�.,.._.� ._ .,......, ..,,.......»... .,,,...;.. ^- RESISTING,. Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 513.1 3.25 1,667.4 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = . Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 995.0 2.58 2,570.4 Load @ Stem Above Soil = Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 700.8 2.58 1,810.5 Total = 1,120.0 O.T.M. = 2,986.7 Earth @ Stem Transitions= Resisting /Overturning Ratio = 2.72 Footing Weight = 537.4 1.79 962.8 Vertical Loads used for Soil Pressure = 4,458.5 lbs Key Weight = Vert. Component = 312.1 3.58 1,118.4 Vertical component of active pressure used for soil pressure Total = 3,058.5 lbs R.M.= 8,129.6 • • • To specify your title block on Title : Job #39 _ these five lines, use the SETTINGS Dsgnr: Date: 10:47AM, 28 NOV 0 . main menu selection, choose the Description : / Printing & Title Block tab, and ent Scope : R� � !� your title block information. Lk Rev. 550100 User. i(W0603570, Ver5.5.0, 25-Sep-2001 Cantilevered Retainin Wall Design Page 1 • (c)1983 - 2001 ENERCALC Engineering Software S: \csa structural projectsljobsl3900.39991396 Description 2 -A -C 6' Criteria e j Soil Data Footing Strength & Di mensions Retained Height = 5.00 ft Allow Soil Bearing = 2,000.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.25 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Slope Behind Wall = 0.00 : 1 Heel Active Pressure = 35.0 Toe Width = 1.25 ft Toe Active Pressure = 0.0 Heel Width Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 Total Footing Width = Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingliSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to. ignore Key Width = 0.00 in • for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in © Btm.= 3.00 in Axial Load A ppljed to Ste Axial Dead Load = 995.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 1,400.0 lbs Design Summary Stem Construction Top Stem O := a ;- - .I:A :,..r :1. r.. w., �:,,, . • 17NTS Stem OK O Total Bearing Load = 3,832 lbs Design height ft= 0.00 i • OS ...resultant ecc. = 0.52 in Wall Material Above "Ht" = Concrete ,t. 0 � 1 {�� Soil Pressure © Toe = 1,335 psf OK Thickness = 8.00 qi � f � �, Soil Pressure @ Heel = 1,632 psf OK Rebar Size = # 4 vjikei Allowable = 2,000 psf Rebar Spacing = 16.00 Soil Pressure Less Than Allowable Rebar Placed at = Edge ACI Factored @Toe = 1,930 psf Design Data ACI Factored @ Heel = 2,359 psf + fa/Fa = 0.381 Total Force @ Section lbs = 743.8 Footing Shear @ Toe = 9.4 psi OK Moment....Actual ft-# = 1,239.6 . Footing Shear @ Heel = 9.3 psi OK Moment Allowable • = 3,255.5 Allowable = 85.0 psi Shear....Actual psi = 12.4 • • Wall Stability Ratios p Overturning = 3.30 OK Shear Allowable psi = 85.0 Sliding = 1.36 Ratio < 1.5! Bar Develop ABOVE Ht. in = 18.72 Sliding Calcs Slab Resists All Sliding I Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 630.0 lbs Wall Weight = 96.7 Rebar Depth 'd' in = 5.00 Masonry Data fm psi = Fs psi = Solid Grouting = Footing Design Results Special Inspection = Modular Ratio 'n' = Toe Heel Short Term Factor = Factored Pressure = 1,930 2,359 psf Equiv. Solid Thick. _ Mu' : Upward = 0 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward • = 0 416 ft-# Concrete Data Mu: Design = 1,240 416 ft-# fc psi = 2,500.0 Actual 1 -Way Shear = 9.37 9.33 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S' Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S ' Fr Key Reinforcing = None Spec'd Key: No key defined • To specify your title block on Title : Job #3 ?I these five lines, use the SETTINGS Dsgnr: Date: 10:47AM, 28 NOV 05 /' • main menu selection, choose the Description : V' - Printing & Title Block tab, and ent Scope : X �,� 1 r� LS - �� ?) 2 4. your title block information. !/ Rev: sso o Page 2 User. Cantilevered Retainin Wall Desi n Retaining 9 s:lcsa structural proieaS1jobS13900. 39991396 Description 2 -A -C 6' • • • ti Summa of Overturnin Resistin • Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 366.5 2.25 824.5 Toe Active Pressure = Sloped Soil Over Heel. = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 995.0 1.58 1,575.4 Load © Stem Above Soil = Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) • = 507.5 1.58 803.5 Total = 630.0 O.T.M. = 1,260.0 Earth @ Stem Transitions= Resisting/Overturning Ratio _ = 3.30 Footing Weight = 387.4 1.29 500.4 Vertical Loads used for Soil Pressure = 3,832.0 lbs Key Weight = Vert. Component = 175.6 2.58 453.5 Vertical component of active pressure used for soil pressure Total = 2,432.0 lbs R.M.= 4,157.4 • • To specify your title block on Title : Job # 120 these five lines, use the SETTINGS Dsgnr: Date: 10:47AM, 28 NOV 05 • Description : �' main menu selection, choose the b Printing & Title Block tab, and ent �Q w � 6 Q • 2 Scope : � your title block information. Rev: 550100 I User: KW-06035.0, E 70,Ver5.Engin -sep -2001 Cantilevered Retainin Wall Design Page 1 (c)1983 2001 ENERCALC Engineering Software sAcsa structural projects1jobs \3900- 39991396 Description 2 -A -C 4' Criteria j Soil Data J Footin Stren & Dimen Retained Height = 3.00 ft Allow Soil Bearing = 2,000.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 Toe Width 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 Total Footing Width = Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in Footingpoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover © Top = 3.00 in © Btm.= 3.00 in Axial_Load Applie to Stem •Axial Dead Load = 995.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 1,400.0 lbs Design Summary Stem Construction To• Stem , t; " + kr.........�.w, , ..�� ,,, Stem OK / , ��(l �� Total Bearing Load = 3,331 lbs Design height ft = 0.00 l/ ...resultant ecc. = 0.54 in Wall Material Above "Ht" = Concrete � /• L� v v ©S Thickness = 8.00 ` Soil Pressure @ Toe = 1,889 psf OK = 1 ` L Soil Pressure @ Heel = 1,443 psf OK Rebar Size # 4 V! Rebar Spacing = 16.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,820 psf fb /FB + fa/Fa = 0.082 • ACI Factored @ Heel = 2,154 psf Total Force © Section lbs = 267.8 Footing Shear © Toe = 0.0 psi OK psi OK Moment....Actual ft-# = 267.8 Footing Shear @ Heel = 5.7 p Moment Allowable = 3,255.5 Allowable = 85.0 psi Wall Stability Ratios Shear Actual psi= 4.5 Overturning = 5 78 OK Shear Allowable psi = 85.0 Sliding = 2.52 OK Bar Develop ABOVE Ht. in = 18.72 Sliding Calcs Slab Resists All Sliding 1 Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 280.0 lbs Wall Weight = 96.7 Rebar Depth 'd' in = 5.00 Masonry Data fm psi = • Fs psi = Solid Grouting = Footing Design Results Special Inspecti = Modular Ratio 'n' Toe Heel Short Term Factor = Factored Pressure = 2,820 2,154 psf Equiv. Solid Thick. = Mu' : Upward = 0 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 0 238 ft-# Concrete Data Mu: Design = 268 238 ft-# fc psi = 2,500.0 Actual 1 -Way Shear = 0.00 5.69 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined • l • To specify your title block on Title : Job #3L0 these five lines, use the SETTINGS Dsgnr: Date: 10:47AM, 28 NO 05 main menu selection, choose the Description : Printing & Title Block tab, and ent Scope : ) VV '� ('c your title block information. Lk Rev: 550100 User. KW- 0603570, Ver5.5.0, 25-Sep -2001 Cantilevered Retaining Wall Design Page 2 I (c)1983 - 2001 ENERCALC Engineering Software s: \csa structural projects\jobs \3900- 3999 \396 Description 2 -A -C 4' Summary of Overt & Resisting Forces & Moments • OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 280.0 1.33 373.3 Soil Over Heel = 220.0 1.67 366.7 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 995.0 1.00 995.0 Load @ Stem Above Soil = Soil Over Toe = SeismicLoad - = Surcharge Over Toe • = Stem Weight(s) = 338.3 1.00 338.3 Total = 280.0 O.T.M. = 373.3 Earth © Stem Transitions= Resisting /Overturning Ratio = 5.78 Footing Weight = 300.0 1.00 300.0 Vertical Loads used for Soil Pressure = 3,331.4 lbs Key Weight = Vert. Component - = 78.0 2.00 156.1 Vertical component of active pressure used for soil pressure Total = 1,931.4 lbs R.M.= 2,156.1 • • • i To specify your title block Oil Title : Job #3 �,tom/ these five lines, use the SETTINGS Dsgnr: Date: 5:46PM, 1 DE 05 • main menu selection, choose the Description : 65 - Printing & Title Block tab, and ent Scope : W 7 your title block information. Rev: 550100 User: KW0603570,Ver5.5.0,25sep-z00, Cantilevered Retaining Wall Design Page 1 (c)1983 ENERCALC Engineering Software S:1csa structural projects \jobs13900.39991396 Description 1 -x -B 10' (PARKING AREA) Criteria j Soil Data Footing Strengths & Dimensions J Retained Height = 9.00 ft Allow Soil Bearing = 2,000.0 psf Pc = 2,500 psi Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 Toe Width = 0.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 Heel Width = 6.67 Water height over heel = 0.0 ft Total Footing Width = 7.42 Soil Density = 110.00 pcf g Footing Thickness = 12.00 in FootingllSoil Friction = 0.300 Wind on Stem = 0.0 psf ' Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design.Sumn Stero Constr uction Top Stem Stem OK Total Bearing Load = 8,506 lbs Design height ft= 0.00 ...resultant ecc. = 3.32 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 1,404 psf OK Thickness = 8.00 Soil Pressure @ Heel = 890 psf OK Rebar Size = # 4 Allowable = 2,000 Rebar Spacing = 6.00 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,853 psf fb/FB + fa/Fa = 0.887 ACI Factored @ Heel = 1,175 psf Total Force @ Section lbs= 2,409.8 Footing Shear @ Toe = 0.7 psi OK Moment....Actual ft-#= 7,229.3 Footing Shear @ Heel = 16.8 psi OK Moment Allowable = 8,150.4 Allowable = 85.0 psi Shear Actual psi = 40.2 • Wall Stability Ratios • Overturning = 6.00 OK Shear Allowable psi= 85.0 Sliding = 1.53 OK Bar Develop ABOVE Ht. in = 18.72 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 7.35 ' Lateral Sliding Force = 1,750.0 lbs Wall Weight = 96.7 less 100% Passive Ford - 125.0 lbs Rebar Depth 'd' in = 5.00 less 100% Friction Force= - 2,551.8 lbs Masonry Data Added Force Req'd = 0.0 lbs OK Pm psi = ....for 1.5:1 Stability = 0.0 lbs OK S psi = Solid Grouting = Footing Design Results Special Inspection = Modular Ratio 'n' = Toe Heel Short Term Factor = Factored Pressure = 1,853 1,175 psf Equiv. Solid Thick. = Mu' : Upward = 515 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 59 0 ft-# Concrete Data Mu: Design = 456 7,229ft-# Pc psi= 2,500.0 Actual 1 -Way Shear = 0.67 16.78 psi Fy psi 60,000.0 • Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing. = # 4 @ 9.00 in Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = # 4 @ 9.00 in Heel: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7@ 28.00 in, #8@ 36.75 in, #9@ 46 Key Reinforcing = None Spec'd Key: No key defined n To specify your title block on Title : Job MO ' these five.Iines, use the SETTINGS Dsgnr: Date: 5:46PM, 1 D ` Description : main menu selection, choose the Printing _ Title Block tab, and ent 464 Scope: 7 �GatYr.) your title block information. Rev: 550100 — User: KW -0603570, Ver5.5.0, 25- Sep -2001 Cantilevered Retaining Wall Design Page 2 (c)1963 - 2001 ENERCALC Engineering Software s:\csa structural projects\jobs \3900- 3999 \396 Description 1 -x -B 10' (PARKING AREA) Summa of Overturning & Resisting Forces & Moments , OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 5,939.3 4.42 26,230.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = • Added Lateral Load = Axial Dead Load on Stem= 0.00 Load © Stem Above Soil = Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 966.7 1.08 1,047.2 Total = 1,750.0 O.T.M. = 5,833.3 Earth @ Stem Transitions= Resisting /Overturning Ratio = 6.00 Footing Weight = 1,112.4 3.71 4,124.8 Vertical Loads used for Soil Pressure = 8,506.1 lbs Key Weight = Vert. Component = 487.7 7.42 3,617.0 Vertical component of active pressure used for soil pressure Total = 8,506.1 lbs R.M.= 35,019.1 • • • • 7. I 1 To specify your title block on Title : Job #gel) these five lines, use the SETTINGS Dsgnr: Date: 6:01PM, 1 D C 05 main menu selection, choose the Description : 6� Printing & Title Block tab, and ent Scope : I`ti) - C/ 2 your title block information. Rev: 550100 User: KW-0603570, Ver5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design • Page 1 1 (01983 -2001 ENERCALC Engineering Software s: \csa structural projects\4obs \3900- 3999 \396 Description 1 -x -B 8' (PARKING AREA) Criteria Soil Data Footing Strengths & Dimensions t ::rra• r..:..r:ws. , ,,..vrsrse .., ,,,, -- uvou. m.zws -o.4 Retained Height = 7.00 ft Allow Soil Bearing = 2;000.0 psf Pc = 2,500 psi Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 Toe Width = 0.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 4.92 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 Total Footing Width = 5.67 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft • Cover @ Top = 3.00 in @ Btm.= 3.00 in Desi n.Summary 0 A Stem Construction Top Stem Stem OK Total Bearing Load = 5,211 lbs Design height ft = 0.00 ...resultant ecc. = 2.62 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 1,131 psf OK Thickness = 8.04 Soil Pressure @ Heel = 707 psf OK Rebar Size # 4 Rebar Spacing = 12.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,489 psf fb/FB + fa/Fa = 0.793 ACI Factored @ Heel = 930 psf Total Force @ Section lbs = 1,457.8 Footing Shear @ Toe = 0.5 psi OK Moment....Actual ft-# = 3,401.4 Footing Shear @ Heel = 11.4 psi OK Moment Allowable = 4,287.6 Allowable = 85.0 psi Shear Actual psi = 24.3 • ' Wall Stability Ratios Overturning = 5.57 OK Shear Allowable psi = 85.0 • - Sliding = 1.51 OK Bar Develop ABOVE Ht. in = 18.72 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 6.59 Lateral Sliding Force = 1,120.0 lbs Wall Weight = 96.7 less 100% Passive Force= - 125.0 lbs Rebar Depth 'd' in = 5.00 less 100% Friction Force= - 1,563.3 lbs Masonry Data st- Added Force Req'd = 0.0 lbs OK p ....for 1.5 : 1 Stability = 0.0 lbs OK S psi = Solid Grouting Footing Design Results Special Inspection . Modular Ratio 'n' = • Toe Heel Short Term Factor = Factored Pressure = 1,489 930 psf Equiv. Solid Thick. = Mu' : Upward = 412 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 59 0 ft-# Concrete Data Mu: Design = 353 3,401 ft-# It psi 2,500.0 Actual 1 -Way Shear = 0.52 11.38 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes 8 Spacings Toe Reinforcing = # 4 @ 9.00 in Toe:. Not req'd, Mu < S' Fr Heel Reinforcing = # 4 @ 9.00 in Heel: #4@ 17.00 in, #5@ 26.25 in, #6© 37.00 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Key Reinforcing = None Spec'd Key: No key defined u • I To specify your title block on Title : Job # WCI these five lines, use the SETTINGS Dsgnr: Date: 6:01PM, 1 DE ° main menu selection, choose the Description Printing 8 Title Block tab, and ent Scope : Al- k ( tw'T) L Rev: 550100 User. 3 -2001 E N ERCA LC 5. Engineering So, o Cantilevered Retaining Wall Design Page 2 i k (c),983 2001 EERCA Enginering Snware sAcsa structural projects Obs13900- 39991396 Description 1 -x -B 8' (PARKING AREA) Summa of Overturnin • 8° Resistin • Forces 8r Moments OVERTURNING RESISTING Force Distance . Moment Force Distance Moment • Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 3,275.1 3.54 11,604.7 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 773.3 1.08 837.8 Total = 1,120.0 O.T.M. = 2,986.7 Earth @ Stem Transitions= Resisting /Overturning Ratio = 5.57 Footing Weight = 850.5 2.84 2,411.2 Vertical Loads used for Soil Pressure = 5,211.0 lbs Key Weight = Vert. Component = 312.1 5.67 1,769.9 Vertical component of active pressure used for soil pressure Total = 5,211.0 lbs R.M.= 16,623.5 0 • • • 1l To specify your title block on Title : Job #6t these five lines, use the SETTINGS Dsgnr: Date: 6:10PM, 1 D C 05 • main menu selection, choose the Description : �� Printing & Title Block tab, and ent Sco 2 e : g, p el your title block information. Rev: 550100 User: KW -0603570, Ver5.5.0, 25- Sep -2001 Cantilevered Retaining Wall Design Page 1 (01983 - 2001 ENERCALC Engineering Software sAcsa structural projects\jobs \3900- 3999 \396 Description 1 -x -B 6' (PARKING AREA) Crite Soil Data Footing Strength & Dim ensions Retained Height = 5.00 ft Allow Soil Bearing = 2,000.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 Toe Width = 0.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 _ Heel Width = 3.25 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 Total Footing Width = 4.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover © Top = 3.00 in @ Btm.= 3.00 in Desi sunrinamiali Stem Constru Top Stem Stem OK Total Bearing Load = 2,776 lbs Design height ft = 0.00 ...resultant ecc. = 1.88 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 857 psf OK Thickness = 8.04 # 4 Soil Pressure @ Heel = 531 psf OK Rebar Size = Allowable = 2,000 psf Rebar Spacing 16.00 Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,124 psf ACI Factored @ Heel = 697 psf fb /FB + fa/Fa = 0.381 Total Force © Section lbs = 743.8 Footing Shear @ Toe = 0.4 psi OK Moment....Actual ft-#= 1,239.6 Footing Shear @ Heel = 6.6 psi OK Moment Allowable = 3,255.5 Allowable • = 85.0 psi Shear.....Actual psi 12.4 c Wall Stability Ratios Overturning = 5.06 OK Shear.... Allowable psi = • 85.0 • . Sliding = 1.52 OK Bar Develop ABOVE Ht. in = 18.72 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 6.00 " Lateral Sliding Force = 630.0 lbs Wall Weight = 96.7 less 100% Passive Force= - 125.0 lbs Rebar Depth 'd' in = 5.00 less 100% Friction Force= - 832.9 lbs Masonry Data psi = • Added Force Req'd = 0.0 lbs OK p Fs psi = ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results N Special Inspection = ,_.,. . Modular Ratio 'n' Toe Heel Short Term Factor = Factored Pressure = 1,124 697 psf Equiv. Solid Thick. = Mu' : Upward = 309 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 59 0' ft-# Concrete Data Mu: Design = 249 1,240 ft-# fc psi = 2,500.0 Actual 1 -Way Shear = 0.37 6.61 psi Fy psi 60,000.0 Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 9.00 in Toe: Not req'd, Mu < S' Fr Heel Reinforcing = # 4 @ 9.00 in Heel: Not req'd, Mu < S ' Fr Key Reinforcing = None Spec'd Key: No key defined 3 ■ It f To specify your title block on Title : Job #60 these five lines, use the SETTINGS Dsgnr: Date: 6:10PM, 1 DEC 05 main menu selection, choose the Description : 7 Printing & Title Block tab, and ent Scope : le b)/ -- 7 ( your title block information. ` R ev: 550100 User. KW-0603570, Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design Page 2 I (c)1983 - 2001 ENERCALC Engineering Software s:\csa structural projects \jobs \3900- 3999 \396 Description 1 -x -B 6' (PARKING AREA) Summary of Overt & Resisting Forces & Moments 4 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 1,420.8 2.71 3,848.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load © Stem Above Soil = Soil Over Toe = SeismicLoad • = Surcharge Over Toe = Stem Weight(s) = 580.0 1.08 628.3 Total = 630.0 O.T.M. = 1,260.0 Earth © Stem Transitions= Resisting /Overturning Ratio = 5.06 Footing Weight = 600.0 2.00 1,200.0 Vertical Loads used for Soil Pressure = 2,776.4 lbs Key Weight = Vert. Component = 175.6 4.00 702.3 Vertical component of active pressure used for soil pressure Total = 2,776.4 lbs R.M.= 6,378.8 • s . • • • • • • . i i To specify your title block on Title : Job #3P ' these five lines, use the SETTINGS Dsgnr: Date: 6:17PM, 1 DEC 05 Description : main menu selection, choose the - Printing & Title Block tab, and ent Scope : Rid - 0 2 your title block information. Lk Rev: 550100 User KW- 0603570,Ver5. -2oo1 (c)1983 -2001 ENERCALC eering Software Cantilevered Retaining Wall Design Page 1 I Engin s:\csa structural projects \jobs \3900- 3999 \396 Description 1 -x -B 4' (PARKING AREA) • Criteria Soil Data Footing Strength Dimensions Retained Height = 3.00 ft Allow Soil Bearing = 2,000.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 Toe Width = 0.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 1.50 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 Total Footing Width = 2.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft = Footing Thickness - 12.00 in FootingltSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Sum_ m ary Stem Con Top Stem Stem OK Total Bearing Load = 1,040 lbs Design height ft = 0.00 ...resultant ecc. = 2.30 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 819 psf OK Thickness = 8.04 Soil Pressure @ Heel = 221 psf OK Rebar Size # 4 = Allowable = 2,000 Rebar Spacing 16.00 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,060 psf fb /FB + fa/Fa = 0.082 ACI Factored @ Heel = 286 psf Total Force @ Section lbs = 267.8 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-# = 267.8 Footing Shear @ Heel = 3.1 psi OK Moment Allowable = 3,255.5 Allowable. = 85.0 'psi Shear Actual psi= 4.5 y Wall Stability Ratios Shear Allowable psi = 85.0 • Overturning = 3.25 OK p Sliding = 1.56 OK Bar Develop ABOVE Ht. in = 18.72 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 280.0 lbs Wall Weight = 96.7 less 100% Passive Force= - 125.0 lbs Rebar Depth 'd' in = 5.00 less 100% Friction Force= - 311.9 lbs Masonry Data psi - Added Force Req'd = 0.0 lbs OK p Fs psi = ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = I Footing Design Results Special Inspection Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,060 286 psf Equiv. Solid Thick. = Mu' : Upward = 124 137 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 26 344 ft-# Concrete Data Mu: Design = 98 207 ft-# Pc psi = 2,500.0 Actual 1 -Way Shear = 0.00 3.14 psi Fy psi 60,000.0 Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 9.00 in Toe: Not req'd, Mu < S • Fr Heel Reinforcing = # 4 @ 9.00 in Heel: Not req'd, Mu < S • Fr Key Reinforcing • = None Spec'd Key: No key defined • • ,; z. I To specify your title block on Title : Job #390 these five lines, use the SETTINGS Dsgnr: Date: 6:17PM, 1 DEC 05 main menu selection, choose the Description Printing & Title Block tab, and e Scope : Rp) — 1 D (tot//) your title block information. Rev: 550100 User. KW-0603570,ver5.5.0,25- Sep-2001 Cantilevered Retaining Wall Design Page 2 (c)1963 - 2001 ENERCALC Engineering Software s:lcsa structural projects�jobs13900- 39991396 . Description 1 -x -B 4' (PARKING AREA) • Summary of Overturning &Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 280.0 1.33 373.3 Soil Over Heel = 275.0 1.58 435.4 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 386.7 0.83 322.2 Total = 280.0 O.T.M. = 373.3 Earth @ Stem Transitions= Resisting /Overturning Ratio = 3.25 Footing Weight = 300.0 1.00 300.0 Vertical Loads used for Soil Pressure = 1,039.7 lbs Key Weight = Vert. Component = 78.0 2.00 156.1 Vertical component of active pressure used for soil pressure Total = 1,039.7 lbs R.M.= 1,213.7 • • • l