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Specifications (4)
pup 2C :ci—oo j 7 /��uv/d�ar'fid1ll'� r`�.� February 15, 2005 = /0 ' Kamelia Massih Massih LLC PO Box 108 Beaverton, OR 97075 RE: MASSIH OFFICE BUILDING — REVISION - EXTERIOR FOUNDATION WALL Project Information Site Permit: BUP2004 -00297 Construction Type: 5N Tenant Name: Massih Office Building Occupancy Type: B Address: 9975 SW Frewing Occupant Load: NA Area: 11,142 Sq Ft Stories: 2 The plan review was performed under the State of Oregon Structural Specialty Code (OSSC) 1998 edition; and the Tualatin Valley Fire & Rescue Ordinance 99-01 (TVFR99 -01) 1999 edition. The submitted plans are approved subject to the following conditions. Interior Footing Requirements 1. Where footings will bear on compacted fill material, the compacted fill shall comply with the provisions of an approved report. The report shall contain the following: 1. Specifications for the preparation of the site prior to placement of compacted fill material. 2. Specifications for material to be used as compacted fill. 3. Test method to be used to determine the maximum dry density and optimum moisture content of the material to be used as compacted fill. 4. Maximum allowable thickness of each lift of compacted fill material. 5. Field test method for determining the in -place dry density of the compacted fill. 6. Minimum acceptable in -place dry density expressed as a percentage of the maximum dry density determined in accordance with Item 3. 7. Number and frequency of field tests required to determine compliance with Item 6. OSSC 1803.5 2. The special inspections for existing site soil conditions, fill placement and load bearing requirements shall follow Sections 1704.7.1 through 1704.7.3. The approved soils report, required by Section 1802.2, shall be used to determine compliance. OSSC 1704.7 Approved Plans: 1 set of approved plans, bearing the City of Tigard approval stamp, shall be maintained on the jobsite. The plans shall be available to the Building Division inspectors throughout all phases of construction. OSSC 106.3.1 13125 SW Hall Blvd., Tigard, OR 97223 (503) 639 -4171 TDD (503) 684 -2772 Premises Identification: Approved numbers or addresses must be provided for all new buildings in such a position as to be plainly visible and legible from the street or road fronting the property. When submitting revised drawings or additional information, please attach a copy of the enclosed City of Tigard, Letter of Transmittal. The letter of transmittal assists the City of Tigard in tracking and processing the documents. Respectfully, G ! L Val Henzel, Senior Plans Examiner • / /, \ \ ENGINEERING SURVEYING • •PLANNING 5///a‘i. ir° J / 4 7// 5 L LS di- 50a 7 w L K N \ ■� �I 8000 SW Pfaffle St,Portland, OR 97223 f . 9 �J� /2.�/ t�'�n� Tel: (503) 598-1866, Fax: (503) 598-1868 f / ■4 J ( � EN P.C. wel k i n pc@ com ca st. n et www.welkinpc.com 1 ! ! 1 fi ei AP -Hr 1 1 ' ' " "1" l? _ . 4 *: 44_ _/ o ) _ ' f ' LP__ .&o - ;`O"' 1 ill - D� Lam:--=- -�--G� -� . -- P,Lo , - - -A ' ' ._ ? ,1t� IT r� I,. 'j_ 6 071 - - -s. -i A 1 i i ' ' ' \HUE-' ' ' '''' ' -''.- "AO' i-e -'''' i '4› '-'- ' ' ' HO : _2 ' 1 ‘1 : : 1 ! ! ;5:: /, I ti_e_____Le?!_;-___!_ : ' . 1.,:&__:______I____L__..i :1 4f;C:._- i .,‘- - 7- 1: :.,;i,, I . ;:1:11111 1 1 : 1 111:11111 i / t t �. rc4 . i YltN J _-_ -_ /reed. , `e - wts /f 4' � � . __ _ . ___ t _ __ _ 6. 3 b.. // , / � G, 6 i1 /1 : : , : koEssJI rd * ` r/ARR IS $ E l j . . : 1 , 1 7 ' : ,,, ,, 1 I I - 4. ° ''.. 4/h1 /7,5i Aoti.. 1 /0 l 'a , e1.4.04 Is r ba, ate 1/_ � <rt44 - - - __.. = _ ZE -'01K�tex ROOF FRAMING PLAN KEYNOTES: /3\ I. 5IMP5ON 'CS14' xI0' - 0" STRAP ON TOP OF ROOF SHEATHING. io n') ) t / ti Joel CJOL-1 - 00 e i 7 ?Pi ikv)R • - City of Tigard -(1) Approved Plans By mAll Date _.c..72.1.7:.°7 will- 7 5 5 o Fa w OFFICE COPY / 3 \ 5 TRAFF'ING RE VIS IONS DATED: 0321.01 TM RIPPEY PACIFIC PARK PLAZA BY DATE 03.21.07 CONSULTING ENGINEERS CHI( BY TA DATE 03.21.07 7650 SW Beveland, Suite 100 Tigard, Oregon 97223 JOB NO 7024 Phone: (503) 443-3900 Fax: (503) 443-3700 SHEET 1 OF 414 1 _ . . . •••• • - rT fl 5 CONT. DOUBLE 2x TOP PLATES I1/4x16 LVL //�� 7 BELOW, TYPICAL RIM JOIST /3\ SIMPSON t514' x 8' -0" 4' -0" MIN. W/ STRAP OVER FLOOR 10d ® 4" O/C SHEATHING W/ I0d 6 4" O /C. (SHEATHING NOT SHOWN FOR CLARITY) IL . L ALIGN FLOOR 4' -0" MIN. W/ 3' -10" MIN. W/ JOIST W/ RIM I0d * 4" O/C 1Od * 4" O/C JOIST / .. r f:: FLOOR JOISTS PER PLAN 5 "S TJI BLOCKING IN (3) SIMPSON 'C514' x 8' -0" JOIST SPACES ALIGNED STRAP OVER FLOOR W/ RIM JOIST SHEATHING W/ 1Od 4" O/C INTO TJI BLKG. (SHEATHING NOT SHOWN A FOR CLARITY) /.3\ S e S o FRAMING DETAIL (PLAN) 54.1 PPP -17 SCALE: 3 4" = 1 A STRAPPING REVISIONS DATED: 0321.01 1M `�- TM RIPPEY PACIFIC PARK PLAZA BY DATE 0311.07 1 • �L .L C GNSULTTNG ENGINEERS CHIC BY TA DATE 03.21.07 7650 SW Beveland, Suite 100 Tigard, Oregon 97223 JOB No 7024 Phone: (503) 443 -3900 Fax: (503) 443 -3700 s1HIET 2 OF ,' . is NOTE: FLASHING DETAILS SIMPSON 'LSTAl2' STRAP W/ BY OTHERS (4)10d COMMON NAILS INTO DOUBLE 2x TOP PLATES BLOCKING AND JOIST TOP CHORD ►• EDGE NAILING PER EDGE NAILING PER PLAN SI- 1EARWALL 5C1- IEDULE STAGGERED 16d COMMONS WALL STUDS AND SHEATHING TO MATCH SHEARWALL EDGE PER PLAN NAILING INTO 4x BLOCKING SIMPSON '434' CLIP .4T TOP ROOF SHEATHING PER PLAN - EACH END OF BLOCKING i r4° • _`91111 STAGGERED EDGE NAILING PER 51- IEARWALL KEY f 4x6 BLOCKING BETWEEN STUDS W/ (2) I0d COMMON TOE -NAILS INTO TOP AND BOTTOM AT EA. ' :'� SIDE INTO WALL STUDS ' CONTINUOUS i1/2x14 LSL LEDGER ROOF JOISTS PER PLAN W/ (1) I0d COMMON NAILS INTO SIMPSON HANGERS: EA. WALL STUD. AT SPLICE 'ITT' AT SINGLE ROOF JOISTS, LOCATIONS, PROVIDE SIMPSON 'SA' OR 'MIT' AT SINGLE FLOOR 'CS14' x 10' -0" w/ 10d 6 4" O/C J015T5, 'MIT' AT DOUBLE JOISTS, 4 'LBV' AT SKEWED APPLICATIONS - �OOF JOISTS FERF. TO WALL PPP 9 SCALE: 1" = 1' -0" 4\ STRAPPING REVISIONS DATED: 0321.01 '11\il TM RIPPEY PACIFIC PARK PLAZA BY DATE 03.2107 C ONSULTING ENGINEERS CHIC BY TA DATE 03.21.07 7650 SW Beveland, Suite 100 Tigard, Oregon 97223 JOB NO 7024 Phone: (503) 443 -3900 Fax: (503) 443 -3700 SHEET 3 OF 8d COMMONS 6 2' -0" O/C AT GL BEAM PROVIDE SIMPSON 'A35' ANGLE SIMPSON 1 0514' x 10' -0" CLIPS g i' -4" O/C W/ 1001 * 4" O/C STRAP - ROOF SHEATHING /3\ BETWEEN RIM JOISTS PER PLAN CONT. I1/2x14 LSL RIM JOIST (DISCONTINUE AT GL BEAM) IL I0d COMMON TOE -NAIL CONT. DOUBLE 2x TOP - S ' PLATES (DISCONTINUE x x L ROOF JOISTS AT GL BEAM) x x PER PLAN x x x x EDGE NAILING ■ PER PLAN GL BEAM PER PLAN - AT GL BEAM PROVIDE SIMPSON 'C514' x 4' -0" POST UNDER BEAM PER STRAP BETWEEN TOP PLAN. RUN CONT. WALL STUD PLATES OVER SHEATHING AT EA. 5IDE OF BEAM W/ (8) 10d COMMONS INTO BEAM (SHIM AS REQUIRED). - 3 FRAMING SECTION S5 .1 PPP -21 SCALE: 1" = I' -0" /� STRAPPING REVISIONS / DATED: 0321 _01 IM1\ TM RIPPEY PACIFIC PARK PLAZA BY DATE 03.21.07 CONSULTING ENGINEERS CHIC BY TA DATE 03.21.07 7650 SW Beveland, Suite 100 Tigard, Oregon 97223 JOB NO 7024 Phone: (503) 443 -3900 Fax: (503) 443 -3700 SHEET 4 OF A • PROVIDE SIMPSON 'C614' x I0' -0" W/ 10d 4" O/C STRAP BETWEEN LEDGER AT BEAM LOCATIONS /3\ ROOF SHEATHING PER PLAN V NOTE: FLASHING DETAILS BY OTHERS ") POST UNDER BEAM !j PER PLAN. RUN CONT. WALL STUD AT EA. SIDE OF BEAM W/ (8) I0d COMMONS INTO BEAM (51-11M AS REQUIRED). GL BEAM PER PLAN CONT. 11/2x14 LSL LEDGER PER I /85.I (DISCONTINUE AT GL BEAM) FRAMING SECTION 55,, PPP -23 SCALE: 1" = 1' -0" STRAPPING REVISIONS DATED: 032I01 1MK TM RIPPEY PACIFIC PARK PLAZA BY DATE 0321.07 CONSULTING ENGINEERS CHK BY TA DATE 03.21.07 7650 SW Beveland, Suite 100 Tigard, Oregon 97223 JOB NO 7024 Phone: (503) 443 -3900 Fax: (503) 443 -3700 SHEET 5 OF DOUBLE ROOF JOISTS PER PLAN (TYP. AROUND ROOF OPENING) ROOF JOIST PER PLAN / EQUAL W/ EQUAL W/ / 10d ® 4" O/C 10d B 4" O/C / / - ti.. -..•v / TJ I BLOCKING PER PLAN SIMPSON 'CS14' x 6' -0" STRAP OVER SHEATHING OPENING (SHEATHING NOT SHOWN IN ROOF FOR CLARITY) n 3 DOUBLE ROOF JOIST PER PLAN n 1 FRAMING DETAIL (FLAN) PPP -25 SCALE: 1" = t' -0" / 3\ STRAPPING REVISIONS DATED: 032101 IMK TM RIPPEY PACIFIC PARK PLAZA BY DATE 03.21.07 C ONSULTING ENGINEERS 01X BY TA DATE 03.21.07 7650 SW Beveland, Suite 100 Tigard, Oregon 97223 JOB NO 7024 Phone: (503) 443 -3900 Fax: (503) 443 -3700 SHEET 6 OF ., STUDWALL AND ',, SHEATHING PER s s PLAN s `.� IMPSON 'C514' x 10' -0" ',, STRAPPING OVER SHEATHING , �`. ( SHEATHING NOT SHOWN FOR � / \ CLARITY) 3 `• STUDWALL AND SHEATHING ,`.� PER PLAN ROOF JOIST ALIGNED 'O,, W/ LEDGER (JOIST i HANGER NOT SHOWN ter, 1171111 11 /1 1111 FOR CLARITY) 11111 111 111 1/11111 1/ 11 �r 9 1 11 11 1 1 r 1 � (15) 10c1 COMMONS A (15) 10c1 COMMONS ! 6 4 "0/C / 6 4 " /C A.A M A A.A. M A / CANTILEVER P4x14 LSL CONT. 1 LSL LEDGER OUT TO PICK UP LEDGER SKEWED JOIST HANGER 9 FRAMING DETAIL (FLAN) 55.i PPP -27 SCALE: 1" = 1' -0" / _� STRAPPING REVISIONS / DATED: O321.01 MK TM RIPPEY PACIFIC PARK PLAZA BY DATE 03.2107 CONSULTING ENGINEERS CHK BY TA DATE 03.21.07 7650 SW Beveland, Suite 100 Tigard, Oregon 97223 JOB NO 7024 Phone: (503) 443 -3900 Fax: (503) 443 -3700 SHEET 7 of , SIMPSON 'C514' x 10' -0" STRAP OVER SHEATHING (SHEATHING NOT S1- OWN FOR CLARITY) -...--- BEAM [ JOIT PER PLAN FLOOR / ROOF JOIST PER PLAN OOF / FLOO• El PER PLAN I L (. . •. I 1.. . . 1 . ) e (15) 10d COMMONS / \ '.__, (15) I0d COMMONS /3\ 6 4 " O/C h 6 4 O/C SIMPSON HANGERS PER I /55.I 10 ROOF / FLOOR FRAMING DETAIL (FLAN) 55.1 PPP -28 SCALE: 1 " = 1' -0" /,\ STRAPPING REVISIONS / 3 \ DATED: 0321.01 -11\A K TM RIPPEY PACIFIC PARK PLAZA BY DATE 03.21.07 CONSULTING ENGINEERS CHK BY TA DATE 03.21.07 7650 SW Beveland, Suite 100 Tigard, Oregon 97223 JOB NO 7024 Phone: (503) 443 -3900 Fax: (503) 443 -3700 SHEET 8 of ii Product �r • tr u��� weird �s ��?.�A commercial Package Pacific Park Plaza,;— T - - :3:r.\ T , \te . ;..., , il a ,e -:a Tigard, OR ' 05- 004482 APR 2'1 2001 . Reference Documents: p i . 4 -j .�1N 11`` F 'I.; T I' �T 3/27/2007 Title By Date Rev. # Sheets Architectural Drawings Structural Drawings TMR Consulting Engineers 2/6/2007 Const. Set Mechanical Drawings If you have questions, please call the following: $ OA/ Your Technical Representative: 5 � ���D PROFE Dave Schubert , �GINFk /02 cz 7iz (503) 520 -7106 58383 Or Project Coordinator: 4 4 'REGO Jennie Newman / 4,Z C 12, �\4, (503) 520 -7405 I EXPIRATION: 12/31/ te' I Or Engineering Department: Vicki Lundmark - Trujillo (503) 520 -7403 Calculations pp. 1 to 12, Material List pp. 1 to 2, Drawings pp. 1 to 5 Our engineering responsibility is limited to the design of iLevel products in accordance with the above referenced documents based on design loads specified by the engineer of record IMPORTANT (Please Read) • Installation of the materials is the sole responsibility of the installer. • Refer to Installation Information sheets for more detailed instruction. • All materials shall be furnished by others unless specifically noted "by TJ" herein. • Truss bearings, bracing, bridging, pre notched plates, etc., must be properly installed as installation proceeds. • USE PROPER SIZE NAILS TO FILL ALL NAIL HOLES IN BEARING CLIPS, BRIDGING CLIPS, BRACING, ETC. APPROVED FOR CONSTRUCTION (Based on the previously submitted Approval Package as signed by the Purchaser) iLevel Trus Joist Commercial 9205 SW Gemini Ste A • Beaverton, OR 97008 • Mail: 9205 SW Gemini Ste A • Beaverton, OR 97008 Ph: (503) 520 -5025 • Fx: (503) 526 -1937 . 4 t. , 'eV ; e � „� TRUS commercial r i iatertal List TJ Number 05 Sales Representative Dave Schubert k l Project Name Pacific Park Plaza 4' Project Engrneer►ng Offic Portland � Location Tigard, OR Project Coordinator Jennie Newman Design Technician Vicki Lundmark Trujillo Delivery All Plant AU Report Title Approved For Production Status Approved For Production Report Type Customer Latest Revision : TJI Products Joists Quantity Type Series Depth Length Profile Bevel Lt W.S. Lt Bevel Rt W.S. Rt P.E.T. Footage Notes 38 C TJI /L65 16 20'- 6.00" None None None No 779.0 97 I C1 TJI /L65 I 16 21'- 0.00" None None None I No 2037.0 1 28 A TJI 360 14 14'- 0.00" None None None I No 392.0 29 Al TJI 360 14 16' -0.00" None None None No 464.0 78 A2 TJI 360 14 20'- 6.00" None None None No 1599.0 38 A3 TJI 360 14 21'- 0.00" None None None No 798.0 24 A4 TJI 360 14 24' -0.00" None None None No 576.0 2 A5 TJI 360 14 25'- 0.00" None None None No 50.0 21 B TJI 360 1 14 24'- 0.00" None None None No 504.0 1 5 H TJI 360 14 24'- 0.00 "I None None None No 120.0 2 225 • • ' TJI 360 14 Total 4503.0 135 • • • TJI /L65 16 Total 2816.0 Note 1 Type B joists to be field cut and installed as blocking where required. Note 2 Type H joists to be field cut and installed as DBL headers at meth units and openings. Note 1 The additional Type C1 joists provided are to be field cut into blocking as required. TJI Products Web Stiffeners Quantity Type Series Depth Installation Location Standard Beveled Angle Length Width Bevel Cut Notes 4 -- TJI /L65 16 Loose I End 1 Std Not Beveled 0.0 1 10.250 3.500 0.000 30 1 TJI 360 14 Loose End Std Not Beveled 0.0 1 8.500 2.313 0.000 TJI Products Backer Blocks Quantity Type Series Depth Standard Material Thickness Height Length Notes 6 1 TJI /L65 16 1 Std PWD, OSB 1 1.000 12.250 11.880 I 135 1 TJI 360 1 14 Std PWD, OSB 0.875 10.250 11.880 Hangers Quantity Type Model Top Face Member Slope Skew Fig. Slope Ftg. Angle Flg. Offset NetH Notes 8 7 HUC410 18 -16d 10 -10d 166 5 BA2.56/16 6 -16d 10 -16d 2 -N10 2 6 MIT416 4 -16d 4 -16d 2 -N10 - 309 1 1773514 4 -N10 2 -N10 2 -N10 6 2 MIU4.75/14 22 -N10 2 -N10 , 12 -i— 3 U3510/14X 14 -N10 6-N10 SKL45 3 4 U3510/14X 14 -N10 6 -N10 SKR45 30 8 MIU2.37/14 22-N10 2-N10 , TeamBuilder v1.42 05- 004482 Pacific Park Plaza 1 of 2 05- 004482 3 -16 -2007 TB matt list.xls Approved For Production 3/27/2007, 9:46 AM t. . I 52 19 MIT3514 -2 4 -N10 4 -N10 2 -N10 Parallam PSL Products Beams Quantity Type Size Length Grade Camber Footage Notes 1 j P 3.5x16 10'- 0.00" 2.0E 0.000 10.0_ 2 1 P1 1 3.5x16 21'- 0.00" 2.0E 0.000 , __ _ _i_ 42.0 3 1 • • 1 3.5x16 1 Total 52.0 Parallam PSL Products Columns Quantity Type Size Cut Length Grade Footage Notes 27 _ 5.25x7 23-11.50'1 1.8E 1 810.0 1 18 7x7 5'- 6.00" 1.8E 99.0 8 1 7x7 7'- 0.00" 1.8E 56.0 _ 3 1 7x7 26'- 0.00" 1 1.8E 78.0 1 7x7 29'- 11.50" 1.8E 30.0 30 • • • 7x7 Total 263.0 27 I ' ' • , 5.25x7 I Total 810.0 TimberStrand LSL Products Rim Board Lineal Ft Type Size Grade Footage Notes 420.0 I 1.25x16 [ 1.3E 1 420.0 - 540.0 1.5x14 1.3E - 540.0 540.0 ' ' • 1.5x14 Total 540.0 420.0 ' • • 1.25x16 Total 420.0 TimberStrand LSL Products Headers Quantity Type Size Length Grade Footage Notes 1 3.5x7.25 13'- 0.00" 1.3E 13.01 1 3.5x11.88 13- 0.00" 1.55E 13.0 1 ' • • 3.5x7.25 Total 13.0 1 • • • 3.5x11.88 Total 13.0 TimberStrand LSL Products Studs Quantity Type Size Length Grade End Cut Footage Notes 148 1.5x7.25 29'- 11.50 " 1.5E PET I 4440.0 42 1.5x7.25 17'- 6.00" 1.5E PET 1 735.0 190 • • • 1.5x7.25 Total 5175.0 Hardware Quantity Type Description Notes 45 Ib 1N10 (10dx1.5) Nails 10 Ib I10d (10dx3) Nails I _ 70 Ib 16d (16dx3.5) Nails TeamBuilder v1.42 05- 004482 Pacific Park Plaza 2 of 2 05- 004482 3 -16 -2007 TB matt list.xls Approved For Production 3/27/2007, 9:46 AM . '� Al worst case O C/, • T i °'A e 14" TJI® 360 @ 24" o/c " �! TJ- Beam 6.25 Serial Number: 700072066 20 User:4 3/15/200710:04:42 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 6.25.71 FOR THE APPLICATION AND LOADS LISTED N Member Slope: - 25/1.2 Roof Slope - 25/12 i• • P II 0, :© a 16'1314" All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. s - Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(psf) Snow(1.15) 38.5 0.0 0 To 16' 1 3/4" Adds To snow end drift Tapered(psf) Snow(1.15) 8.5 To 0.0 0.0 To 0.0 0 To 2' Adds To snow from side drift - Wind Load Group - 19.5 Live, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift /Total Depth 1 Timberstrand LSL Beam 1.50" Hanger 1036 / 241 / -169 / 1277 1 14.00" N/A Top Mount Hanger None 2 Glulam or solid sawn lumber beam 2.56" Hanger 1031 / 244 / -170 / 1275 1 14.00" N/A Top Mount Hanger None HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger ITT3514 - .25/12 0 N/A No 0 N/A 2 Top Mount Hanger ITT3514 - .25/12 0 N/A No 0 Douglas Fir - Nailing for Support 1: Face: 2 -N10 , Top 4 -N10 , Member: 2 -N10 - -Nailing for Support 2: Face: 2-40d , Top 440d , Member: 2 -N10._ kJ I CJ L) 1 O DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 1255 1255 2248 Passed (56 %) Lt. end Span 1 under Snow (Primary Load Group) loading Vertical Reaction (Ibs) 1255 1255 1731 Passed (73 %) Bearing 1 under Snow (Primary Load Group) loading Moment (Ft -Lbs) 4909 4909 8435 Passed (58 %) MID Span 1 under Snow (Primary Load Group) loading Live Load Defl (in) 0.353 0.791 Passed (L/538) MID Span 1 under Snow (Primary Load Group) loading Total Load Defl (in) 0.436 1.054 Passed (U435) MID Span 1 under Snow (Primary Load Group) loading - Deflection Criteria: MINIMUM(LL:U240,TL:U180). - Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 1" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. [4 1" o/c due to Primary Application Loads; 9' 7" o/c due to Wind Application Loads] ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. TJ Engineering has verified the analysis. The input Toads and dimensions have been provided by others ( ) and must be verified and approved for the specific application by the design professional for the project. -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. - (Minimum cut length) = (Overall horizontal length) x 1.000 + 5/16" PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Vicki Lundmark - Trujillo 05- 004485 Phone : (503) 520 -7403 Vicki.Lundmark- Trujillo@ Weyerhaeuser.com Copyright O 2006 by Trus Joist, a Weyerhaeuser Business TJ1 ®,TJ -Beam® and TirnberStrand® are registered trademarks of Trus Joist. e -I Joist' ProTM and TJ -ProTM are trademarks of Trus Joist. Simpson Strong -Tie® Ionnectors is a registered trademark of Simpson Strong -Tie Company, Inc. 0, \CustomEng \ Production \05 - 004000`,05 - 004482 Pacific Park Plaza \designs \A 1 worst case w end drift & side drift.sms 4® �'A �a ,; ,.�' Al DBL L � s „ a 2 14 TJI® 360, 2 plies @ 24" o/c - ' A TJ- Beam 6.25 Serial Number: 70007206620 • User:4 3/15/2007 9:56:50 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 6.25.71 FOR THE APPLICATION AND LOADS LISTED N Member Slope: -.5/12 Roof Slope -.5112 t d 16' 1 314" All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(Ibs) Snow(1.15) 200 120 11' 6 3/4" - header load / Point(Ibs) Snow(1.15) 0 122 11' 6 3/4" - mech unit / 4 pt loads / Tapered(psf) Snow(1.15) 47.0 To 0.0 0.0 To 0.0 0 To 11' Adds To snow drift Wind Load Group - 19.5 Live, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift /Total Depth 1 Timberstrand LSL Beam 1.50" Hanger 858 / 308 / -168 / 1166 1 14.01" N/A Face Nail Hanger None 2 Glulam or solid sawn lumber beam 2.56" Hanger 666 / 419 / -170 / 1085 1 14.01" N/A Top Mount Hanger None HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Face Mount Hanger MIU4.75/14 -.5/12 0 No N/A N/A N/A 2 Q Top Mount Hanger MIT3514 -2 -.5/12 0 N/A No 0 Douglas Fir - Nailing for Support 1: Face: 22 -N10 , Top N/A, Member: 2 -N10 — -Nailing for Support 2: Face: 4-N10 , Top 4 -N10 , Member: 2 -N10 DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1144 1144 4497 Passed (25 %) Lt. end Span 1 under Snow (Primary Load Group) loading Vertical Reaction (Ibs) 1144 1144 3462 Passed (33 %) Bearing 1 under Snow (Primary Load Group) loading Moment (Ft -Lbs) 4353 4353 16870 Passed (26 %) MID Span 1 under Snow (Primary Load Group) loading Live Load Defl (in) 0.130 0.791 Passed (11999 +) MID Span 1 under Snow (Primary Load Group) loading Total Load Defl (in) 0.196 1.055 Passed (11967) MID Span 1 under Snow (Primary Load Group) loading - Deflection Criteria: MINIMUM(LL:U240,TL:U180). - 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. [6' 1" o/c due to Primary Application Loads; 9' 7" o/c due to Wind Application Loads] ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. TJ Engineering has verified the analysis. The input loads and dimensions have been provided by others ( ) and must be verified and approved for the specific application by the design professional for the project. -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. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. - (Minimum cut length) = (Overall horizontal length) x 1.001 + 9/16" • PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Vicki Lundmark - Trujillo 05- 004485 Phone : (503) 520-7403 Vickilundmark-Trujillo@Weyerhaeuser.com Copyright ® 2006 by Trus Joist, a Weyerhaeuser Business TJI ®,TJ -Beam® and TimberStrand® 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. 5: \CustomEng \Production \05 - 004000 \05 - 00 Pacific Park Plaza \designs \A1 DBL.sms dl�® e � - A2 DBL - 4 /C ®AWeyerhaeuser Busines 14" TJI® 360, 2 plies C 24" o/c - ` j /k TJ- Beam 6.25 Serial Number: 7000720620 User:4 3/15/2007 10:35:43 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 6.25.71 FOR THE APPLICATION AND LOADS LISTED EN Member Slope: -.5112 Roof Slope -.5112 4 4, El: :© 20' 5 314" All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead - Vertical Loads: Type Class Live Dead Location Application Comment Point(Ibs) Snow(1.15) 146 172 8' - header load Point(Ibs) Snow(1.15) 323 176 12' 5 3/4" - header load with snow drift - Tapered(psf) Snow(1.15) 0.0 To 47.0 0.0 To 0.0 9' 5 3/4" To 20' 5 3/4" Adds To snow drift - Wind Load Group - 19.5 Live, 15.0 Dead - SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live /Dead/Uplift/Total Depth 1 Glulam or solid sawn lumber beam 2.56" Hanger 821 / 483 / -216 / 1304 1 14.01" N/A Top Mount Hanger None 2 Timberstrand LSL Beam 1.50" Hanger 1189 / 480 / -214 / 1669 1 14.01" N/A Face Nail Hanger None - HANGERS: Simpson Stronq -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood J� Flanges Offset Slope Species 1 U Top Mount Hanger MIT3514 -2 -.5/12 0 N/A No 0 Douglas Fir 2 j �\- Face Mount Hanger MIU4.75/14 -.5/12 0 No N/A N/A N/A -Nailing for Support 1: Face: 4 -N10 , Top 4 -N10 , Member: 2 -N10 - Nailing for Support 2: Face: 22 -N10 , Top N/A, Member: 2 -N10 DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) -1647 - 1647 4497 Passed (37 %) Rt. end Span 1 under Snow (Primary Load Group) loading Vertical Reaction (Ibs) 1647 1647 3462 Passed (48 %) Bearing 2 under Snow (Primary Load Group) loading Moment (Ft -Lbs) 8316 8316 16870 Passed (49 %) MID Span 1 under Snow (Primary Load Group) loading Live Load Defl (in) 0.356 0.504 Passed (L/680) MID Span 1 under Snow (Primary Load Group) loading Total Load Defl (in) 0.546 0.672 Passed (L/443) MID Span 1 under Snow (Primary Load Group) loading - Deflection Criteria: Specified(LL:U480,TL:U360). -Uplift exceeds 200 Ibs for total load. - Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. [4' 5" o/c due to Primary Application Loads; 9' 7" o/c due to Wind Application Loads] ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. TJ Engineering has verified the analysis. The input loads and dimensions have been provided by others ( ) and must be verified and approved for the specific application by the design professional for the project. -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. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. - (Minimum cut length) _ (Overall horizontal length) x 1.001 + 9/16" PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Vicki Lundmark - Trujillo 05- 004485 Phone : (503) 520-7403 Vicki.Lundmark- Trujillo© Weyerhaeuser.com Copyright CO 2006 by Trus Joist, a Weyerhaeuser Business TJI ®,TJ -Beam® and TimberStrand® are registered trademarks of Trus Joist. e -I Joist", ProTM and TJ -Pro'" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. S: \CustomEng \Production \05 - 004000 \05 00 Pacific Park Plaza \designs \A2 DBL.sm_ { y� ® e .� A2 worst case TJ- Bearn®6.25SSenaal ` 0 72rBusi 14 " TJI® 360 @ 24" o/c - User:4 3/14/2007 8:55:55 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 6.25.71 FOR THE APPLICATION AND LOADS LISTED N Member Slope: - ..5112 Roof Slope -.5112 u 0: 24' 5 314" All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(psf) Snow(1.15) 16.7 0.0 0 To 20' 5 3/4" Adds To snow — Tapered(psf) Snow(1.15) 0.0 To 30.0 0.0 To 0.0 13' 5 3/4" To 20' 5 3/4" Adds To end drift on top of side drift -- Wind Load Group - 19.5 Live, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift/Total Depth 1 Glulam or solid sawn lumber beam 2.56" — Hanger 881 / 309 / -216 / 1189 1 14.01" N/A Top Mount Hanger None 2 Timberstrand LSL Beam 1.50" ` Hanger 1037 / 306 / -214 / 1343 1 14.01" N/A Face Nail Hanger None HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 © Top Mount Hanger ITT3514 -.5/12 0 N/A No 0 Douglas Fir 2 5 Face Mount Hanger MIU2.37/14 -.5/12 0 No N/A N/A N/A v 3t At to - Nailing for Support 1: Face: 2 Top 449d ,Member: 2 -N10 - Nailing for Support 2: Face: 22 -N10 , Top N /A, Member: 2 -N10 DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) -1322 -1322 2248 Passed (59 %) Rt. end Span 1 under Snow (Primary Load Group) loading Vertical Reaction (lbs) 1322 1322 1731 Passed (76 %) Bearing 2 under Snow (Primary Load Group) loading Moment (Ft -Lbs) 5986 5986 8435 Passed (71 %) MID Span 1 under Snow (Primary Load Group) loading Live Load Defl (in) 0.605 1.008 Passed (U400) MID Span 1 under Snow (Primary Load Group) loading Total Load Defl (in) 0.810 1.344 Passed (L/299) MID Span 1 under Snow (Primary Load Group) loading - Deflection Criteria: MINIMUM(LL:U240,TL:U180). -Uplift exceeds 200 lbs for total load. - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. [3' 8" o/c due to Primary Application Loads; 8' 8 9/16" o/c due to Wind Application Loads] ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. TJ Engineering has verified the analysis. The input loads and dimensions have been provided by others ( ) and must be verified and approved for the specific application by the design professional for the project. -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. - (Minimum cut length) _ (Overall horizontal length) x 1.001 + 9/16" PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Vicki Lundmark - Trujillo Phone : (503) 520 -7403 Vicki. Lundmark- Trujillo C' W eyerhaeuser.com Copyright 0 2006 by Trus Joist, a Weyerhaeuser Business TJI®,TJ -Beam® and TimberStrand® are registered trademarks of Trus Joist. e -I Joist Pro”' and TJ -ProTM are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. S, \CustomEng \Production \05 - 004000 \05 - 004482 Pacific Park Plaza \designs \A2 worst case.sms : d i f4 e : A2 with mech zone �� Cf ��`� Buses 14" TJI® 360 @ 24" o/c - ' TJ- Beam 6.25 Serial I Number: Number: 7000720620 User:4 3/15/2007 10:24:53 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 6.25.71 FOR THE APPLICATION AND LOADS LISTED IN Member Slope: - °25/12 Roof Slope- .25/12 .Lii 0 :0 20'8114" All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead - • Vertical Loads: Type Class Live - Dead Location Application Comment Uniform(plf) Snow(1.15) 0.0 16.0 0 To 20' 8 1/4" Adds To for mech zone,.. Wind Load Group - 16.5 Live, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (lbs) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift /Total Depth 1 Glulam or solid sawn lumber beam 2.56" Hanger 517 / 476 / -155 / 993 1 14.00" N/A Top Mount Hanger None 2 Glulam or solid sawn lumber beam 2.56° Hanger 517 / 476 / -155 / 993 1 14.00" N/A Top Mount Hanger None HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger ITT3514 - .25/12 0 N/A No 0 Douglas Fir 2 ( \J I Top Mount Hanger ITT3514 - .25/12 0 N/A No 0 Douglas Fir - Nailing for Support 1: Face: 2 -N10 , Top 4 -N10 , Member: 2 -N10 - Nailing for Support 2: Face: 2 -N10 , Top 4 -N10 , Member: 2 -N10 DESIGN CONTROLS: Maximum. Design Control Control Location Shear (lbs) 973 -973 2248 Passed (43 %) Rt. end Span 1 under Snow (Primary Load Group) loading . Vertical Reaction (Ibs) 973 973 1731 Passed (56 %) Bearing 2 under Snow (Primary Load Group) loading Moment (Ft -Lbs) 4927 4927 8435 Passed (58 %) MID Span 1 under Snow (Primary Load Group) loading Live Load Defl (in) 0.349 1.013 Passed (L/697) MID Span 1 under Snow (Primary Load Group) loading Total Load Defl (in) 0.670 1.351 Passed (L/363) MID Span 1 under Snow (Primary Load Group) loading - Deflection Criteria: MINIMUM(LL:U240,TL:U180). - Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 1" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. [4' 1" o/c due to Primary Application Loads; 9' 7" o/c due to Wind Application Loads] ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. TJ Engineering has verified the analysis. The input loads and dimensions have been provided by others ( ) and must be verified and approved for the specific application by the design professional for the project. -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. - (Minimum cut length) = (Overall horizontal length) x 1.000 + 5/16" PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Vicki Lundmark - Trujillo 05- 004485 Phone: (503) 520 -7403 Vickilundmark-Trujillo@Weyerhaeuser.com Copyright C 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist•^, ProTM and 7J-Pro"" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. S: \CustomEng\ Production. \05 - 004000 \05- 0044E2 Pacific Park Flaza \designs \R2 with mech zone .sms A Weyerhaeuser Business 14" TJI® 360 @ 16" o/c - TJ- Beam 625 Serial Number: 7000720620 User:4 3/15/2007 10:37:1 6 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 6.25.71 FOR THE APPLICATION AND LOADS LISTED fi Member Slope: 25112 Roof Slape.:25112 El d 23' 10 3/4" AU dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. - / Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(psf) Snow(1.15) 41.5 0.0 0 To 23' 10 3/4" Adds To snow end drift Wind Load Group - 16.5 Live, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live /Dead/Uplift/Total Depth 1 Glulam or solid sawn lumber 2.56" Hanger 1062 / 240 / -120 / 1302 1 14.00" N/A Top Mount None beam Hanger 2 Stud wall 2.75" 2.75" 1056 / 238 / -119 / 1295 N/A N/A N/A End, TJI Blocking 1 Ply 1 1/2" x 14" 1.5E TimberStrand® LSL HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger ITT3514 .25/12 0 N/A No 0 Douglas Fir - Nailing for Support 1: Face: 2 -4-0d-, Top 4--4.6d , Member: 2 -N10 3fp Vitt DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 1279 (S� 1279 2248 Passed (57 %) Lt. end Span 1 under Snow (Primary Load Group) loading Vertical Reaction (lbs) 1279 1279 1522 Passed (84 %) Bearing 2 under Snow (Primary Load Group) loading Moment (Ft -Lbs) 7525 7525 8435 Passed (89 %) MID Span 1 under Snow (Primary Load Group) loading Live Load Defl (in) 1.094 1.177 Passed (U258) MID Span 1 under Snow (Primary Load Group) loading Total Load Defl (in) 1.341 1.569 Passed (U211) MID Span 1 under Snow (Primary Load Group) loading - Deflection Criteria: MINIMUM(LL:U240,TL:U180). - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. [3' 3" o/c due to Primary Application Loads; 9' 7° o/c due to Wind Application Loads] ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. TJ Engineering has verified the analysis. The input loads and dimensions have been provided by others ( ) and must be verified and approved for the specific application by the design professional for the project. -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. - (Minimum cut length) = (Overall horizontal length) x 1.000 + 5/16" Operator Notes: w end drift PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Vicki Lundmark - Trujillo 05- 004485 Phone: (503) 520 -7403 Vickilundmark-Trujillo@Weyerhaeuser.com Copyright 0 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist", ProTM and TJ -ProTM are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. S: \CustomEng \Production \05 - 004000 \05 - 00 4482 Pacific Park Plaza \designs \A4 .sms 41747 AVGl 0,;.'� skewed A4 6 yerhusiness 14" TJI® 360 @ 24" o/c TJ- Beane) 6.25 Serial Number. 7000720600720620 User:4 3/14/2007 8:37:25 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 6.25.71 FOR THE APPLICATION AND LOADS LISTED Member Slope: 3/12 Roof Slope..5112 15` 3" All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. • Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Tapered(psf) Snow(1.15) 0.0 To 29.0 0.0 To 0.0 5' 4" To 15' 3" Adds To snow drift — Wind Load Group - 16.5 Live, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift /Total Depth 1 Glulam or solid sawn lumber beam 2.56" Hanger 445 / 230 / -115 / 675 1 14.01" N/A Top Mount Hanger None 2 Timberstrand LSL Beam 1.50" Hanger 605 / 228 / -114 / 833 1 14.01° N/A Face Nail Hanger None -Web stiffeners are required at support(s): 2. See TJI JOIST INSTALLATION INFORMATION for nailing requirements. HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 a Top Mount Hanger ITT3514 .5/12 0 N/A No 0 Douglas Fir 2 :71 Face Mount Hanger U3510/14X D2 R45 .5/12 45 (Right) No N/A N/A N/A - Nailing for Support 1: Face: 2 -N10 , Top 4-N10 , Member: 2 -N10 - Nailing for Support 2: Face: 14 -N10 , Top N /A, Member: 6 -N10 DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) -816 -816 2248 Passed (36 %) Rt. end Span 1 under Snow (Primary Load Group) loading Vertical Reaction (lbs) 816 816 1731 Passed (47 %) Bearing 2 under Snow (Primary Load Group) loading Moment (Ft -Lbs) 2680 2680 8435 Passed (32 %) MID Span 1 under Snow (Primary Load Group) loading Live Load Defl (in) 0.149 0.746 Passed (U999 +) MID Span 1 under Snow (Primary Load Group) loading Total Load Defl (in) 0.216 0.995 Passed (U828) MID Span 1 under Snow (Primary Load Group) loading - Deflection Criteria: MINIMUM(LL:U240,TL:U180). - Bracing(Lu): All compression edges (top and bottom) must be braced at 5' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability: [5' 6" o/c due to Primary Application Loads; 9' 7" o/c due to Wind Application Loads] ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. TJ Engineering has verified the analysis. The input loads and dimensions have been provided by others ( ) and must be verified and approved for the specific application by the design professional for the project. -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. - (Minimum cut length) = (Overall horizontal length) x 1.001 + 9/16" Operator Notes: longest one PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Vicki Lundmark - Trujillo 05- 004485 Phone: (503) 520 -7403 Vickitundmark-Trujillo@Weyerhaeuser.com Copyright 6 2006 by Trus Joist, a Weyerhaeuser Business TJI®,TJ -Beam® and TimberStrand® 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, \CustomEng \Production \05 - 004000 \ - 004482 Pacific Park Plaza \designs \skewed a4 longest.sms • 417 -" ®s .'� A4 DBL - 6)/ , 14" TJI® 360, 2 plies @ 24" o/c TJ- Beam 6.25 Serial t Nun(/ Nu mber: 70007206620 ✓ User:4 3/15/2007 10:00:27 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 6.25.71 FOR THE APPLICATION AND LOADS LISTED / Member Slope: .5/12 Roof Slope.5112 4, 23' 10314" All dimensions are horizontal. Product Diagram is Conceptual" LOADS: Analysis is for a Joist Member. / Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(Ibs) Snow(1.15) 300 180 4' 5 5/8" - . load from header •- Point(lbs) Snow(1.15) 0 122 4' 5 5/8" meth unit / 4 pt loads Wind Load Group - 16.5 Live, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift /Total Depth 1 Glulam or solid sawn lumber 2.56° - Hanger 845 / 607 / -180 / 1452 1 14.01" N/A Top Mount None beam Hanger 2 Stud wall 2.75" 2.75" 650 / 412 / -179 / 1062 N/A N/A N/A End, TJI Blocking 1 Ply 1 1/2" x 14" 1.5E TimberStrand® LSL HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 O Top Mount Hanger MIT3514 -2 .5/12 0 N/A No 0 Douglas Fir - Nailing for Support 1: Face: 4 -N10 , Top 4 -N10 , Member: 2 -N10 - DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1435 1435 • 4497 Passed (32 %) Lt. end Span 1 under Snow (Primary Load Group) loading Vertical Reaction (Ibs) 1435 1435 3462 Passed (41 %) Bearing 1 under Snow (Primary Load Group) loading Moment (Ft - Lbs) 6896 6896 16870 . Passed (41 %) MID Span 1 under Snow (Primary Load Group) loading Live Load Defl (in) 0.374 1.178 Passed (U756) MID Span 1 under Snow (Primary Load Group) loading Total Load Defl (in) 0.625 1.570 Passed (L/452) MID Span 1 under Snow (Primary Load Group) loading - Deflection Criteria: MINIMUM(LL:U240,TL:U180). - Bracing(Lu): All compression edges (top and bottom) must be braced at 4 10" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. 14 10" o/c due to Primary Application Loads; 9' 7° o/c due to Wind Application Loads] ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. TJ Engineering has verified the analysis. The input loads and dimensions have been provided by others ( ) and must be verified and approved for the specific application by the design professional for the project. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used tor Building Code IBC analyzing the TJ Custom product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. - (Minimum cut length) = (Overall horizontal length) x 1.001 + 9/16" PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Vicki Lundmark - Trujillo 05- 004485 Phone : (503) 520-7403 Vickilundmark-Trujillo@Weyerhaeuser.com Copyright O 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I JoistTM, ProTM and TJ -PrOTM are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. S: \CustomEng \Production \05 - 004000 \05 - 0044£2 Pacific Park Plaza \designs \A4 DBL .sms • w - A4 single j t , AVeyv Busing 14" TJI® 360 @ 24" o/c - m TJ- Bea 6.25 Serial Number: 7000720620 User:4 3/15/2007 10:14:49 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 6.25.71 FOR THE APPLICATION AND LOADS LISTED Member Slope: - .5/12 Roof Slope -.5112 a 23' 10 3/4 "" ti All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Tapered(psf) Snow(1.15) 0.0 To 20.0 0.0 To 0.0 7' To 10' 2" Adds To snow .. Uniform(psf) Snow(1.15) 20.0 0.0 10' 2" To 23' 10 3/4" Adds To side drift • Wind Load Group - 16.5 Live, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live/Dead/UplifVTotal Depth 1 Glulam or solid sawn lumber 2.56" Hanger 795 / 360 / -180 / 1155 1 14.01" WA Top Mount None beam Hanger 2 Stud wall 2.75" 2.75" 1012 / 358 / -179 / 1370 N/A N/A N/A End, TJI Blocking 1 Ply 1 1/2" x 14" 1.5E TimberStrand® - LSL HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger ITT3514 -.5/12 0 N/A No 0 Douglas Fir - Nailing for Support 1: Face: 2-40d , Top 446d Member: 2 -N10 DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) -1352 -1342 2248 Passed (50 %) Rt. end Span 1 under Snow (Primary Load Group) loading Vertical Reaction (Ibs) 1352 1352 1522 Passed (89 %) Bearing 2 under Snow (Primary Load Group) loading Moment (Ft -Lbs) 7618 7618 8435 Passed (90 %) MID Span 1 under Snow (Primary Load Group) loading Live Load Deft (in) 0.975 1.178 Passed (L/290) MID Span 1 under Snow (Primary Load Group) loading Total Load Deft (in) 1.346 1.570 Passed (U210) MID Span 1 under Snow (Primary Load Group) loading - Deflection Criteria: MINIMUM(LL:L/240,TL:L/180). - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. [3' 3" o/c due to Primary Application Loads; 8' 9 7/8" o/c due to Wind Application Loads] ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. TJ Engineering has verified the analysis. The input loads and dimensions have been provided by others ( ) and must be verified and approved for the specific application by the design professional for the project. -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. - (Minimum cut length) _ (Overall horizontal length) x 1.001 + 9/16" PROJECT INFORMATION: OPERATOR INFORMATION: Pacific'Park Plaza Vicki Lundmark - Trujillo 05- 004485 Phone: (503) 520 -7403 Vicki.Lundmark-Trujillo@Weyerhaeuser.com Copyright C9 2006 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. 5: \CustomEng \Production \05 - 004000 \05 - 004482 Pacific Park Plaza \designs \A4 single w snow drift and end drift .sms ( \ / —/I►(\ � T t 4 : t a5 long Gt TJ•Bean� 6.25 Serial Number: ` o 7000 o Business 14" TJI® 360 © 24" o/c - User:4 3/15/2007 10:19:26 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 6.25.71 FOR THE APPLICATION AND LOADS LISTED /1 Member Slope: .25112 Roof Slope.25Jt2 :0 11' 77/16" All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(psf) Snow(1.15) 8.3 0.0 0 To 11' 7 7/16" Adds To snow Tapered(psf) Snow(1.15) 17.0 To 0.0 0.0 To 0.0 0 To 5' 6" Adds To snow drift Wind Load Group - 16.5 Live, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift /Total Depth 1 Timberstrand LSL Beam 1.50" Hanger 463 / 173 / -B6 / 636 1 14.00" N/A Face Nail Hanger None 2 Glulam or solid sawn lumber beam 2.56" Hanger 404 / 176 / -88 / 580 1 14.00" ' N/A Top Mount Hanger None -Web stiffeners are required at support(s): 1. See TJI JOIST INSTALLATION INFORMATION for nailing requirements. HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Face Mount Hanger U3510/14X R45 .25/12 45 (Right) No N/A N/A N/A 2 Top Mount Hanger ITT3514 .25/12 0 N/A No 0 Douglas Fir - Nailing for Support 1: Face: 14 -N10 , Top N /A, Member: 6 -N10 - Nailing for Support 2: Face: 2 -N10 , Top 4 -N10 , Member: 2 -N10 , DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 620 620 2248 Passed (28 %) Lt. end Span 1 under Snow (Primary Load Group) loading Vertical Reaction (Ibs) 620 620 1731 Passed (36 %) Bearing 1 under Snow (Primary Load Group) loading Moment (Ft -Lbs) 1618 1618 8435 Passed (19 %) MID Span 1 under Snow (Primary Load Group) loading Live Load Defl (in) 0.060 0.564 Passed (U999 +) MID Span 1 under Snow (Primary Load Group) loading Total Load Defl (in) 0.085 0.752 Passed (U999 +) MID Span 1 under Snow (Primary Load Group) loading - Deflection Criteria: MINIMUM(LL:U240,TL:U180). - Bracing(Lu): At compression edges (top and bottom) must be braced at 7' 1" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. [7' 1" o/c due to Primary Application Loads; 9' 7" o/c due to Wind Application Loads) ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. TJ Engineering has verified the analysis. The input loads and dimensions have been provided by others ( ) and must be verified and approved for the specific application by the design professional for the project. -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. - (Minimum cut length) _ (Overall horizontal length) x 1.000 + 5/16" PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Vicki Lundmark - Trujillo 05- 004485 Phone: (503) 520 -7403 Vickilundmark-Trujillo@Weyerhaeuser.com Copyright m 2006 by Trus Joist, a Weyerhaeuser Business TJI ®,TJ -Beam® and TimberStrand® are registered trademarks of Trus Joist. e -I Jcist'", Pro" and TJ- ProT" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. S: \CustomEng \Production \05 - 004000 \05 - 004482 Pacific Park Plaza \designs \aSlongt.sms /10 AWeyerliaeuser B ess 16" TJI® /L65 @ 24" o/c 04 TJ -Beans 6.25 Serial Number: 7000720620 User:4 3/16/2007 11:54:25 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 6.25.71 FOR THE APPLICATION AND LOADS LISTED ©; lk, 20' 11 114" 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 Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live/Dead/Uplift/Total 1 Glulam or solid sawn lumber 2.58" Hanger 1039 / 727 / 0 / 1766 1 16.00" N/A Top Mount None beam Hanger 2 Stud wall 5.50° 4.25" 1055 / 738 / 0 / 1793 N/A N/A N/A End, Rim 1 Ply 1 1/4" x 16" 0.8E TJ- Strand Rim Board® HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger BA2.56/16 0/12 0 N/A No 0 Douglas Fir - Nailing for Support 1: Face: 10 1" ' Top 6 , Member: 2 -N10 DESIGN CONTROLS: ad )10 Maximum Design Control Control Location Shear (lbs) 1730 1730 2330 Passed (74 %) Lt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1730 1730 1885 Passed (92 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 8798 8798 9210 Passed (96 %) MID Span 1 under Floor loading Live Load Defl (in) 0.417 0.678 Passed (U585) MID Span 1 under Floor loading Total Load Defl (in) 0.710 1.017 Passed (U344) MID Span 1 under Floor loading TJPro 50 40 Passed Span 1 - Deflection Criteria: Specified(LL:U360,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 1 1/8" Panels (48" Span Rating) NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 8" 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 NAILED 1 1/8" Panels (48" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling,- None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.86 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. TJ Engineering has verified the analysis. The input loads and dimensions have been provided by others ( ) and must be verified and approved for the specific application by the design professional -for the project. -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: Pacific Park Plaza Vicki Lundmark - Trujillo Phone: (503) 520 -7403 Vicki.Lundmark- Trujillo@ Weyerhaeuser.com Copyright m 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I JoistTM,Pro'" and TJ -ProTM are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. S: \CustomEng \Production \05 - 004000 \05 - 004482 Pacific Park Plaza \designs \cl up top .sms • // j C j t�„� A((// a e :.�'- C1 supporting header "5"" � 16" TJI® /L65 @ 12" o/c TJ -Beane 625 Serial Number: 70000 720622062 0 User:4 3/15/20079:42:11 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 6.25.71 FOR THE APPLICATION AND LOADS LISTED 4 b 2(' 11 1f2" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Storage - Light (psf): 125.0 Live at 100 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(Ibs) Floor(1.00) 625 75 20' - load from header SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift/Total Depth 1 Stud wall 5.50" 4.25" 1343 / 161 / 0 / 1504 N/A N/A N/A End, Rim 1 Ply 1 1/4' x 16" 1.3E TimberStrand® LSL 2 Glulam or solid sawn lumber 2.58' Hanger 1902 / 228 / 0 / 2130 1 16.00" N/A Top Mount None beam Hanger -Web stiffeners are required at support(s): 2. See TJI JOIST INSTALLATION INFORMATION for nailing requirements. HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 2 \=l Top Mount Hanger BA2.56/16 0/12 0 N/A No 0 Douglas Fir - Nailing for Support 2: Face: 10 -7 Top 6-1 Member: 2 -N10 14 b. 1tt DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) -2100 -2100 2330 Passed (90 %) Rt. end Span 1 under Floor (Primary Load Group) loading Vertical Reaction (Ibs) 2100 2100 2625 Passed (80 %) Bearing 2 under Floor (Primary Load Group) loading Moment (Ft -Lbs) 7523 7523 9210 Passed (82 %) MID Span 1 under Floor (Primary Load Group) loading Live Load Defl (in) 0.574 0.679 Passed (L/426) MID Span 1 under Floor (Primary Load Group) loading Total Load Defl (in) 0.643 1.018 Passed (L/380) MID Span 1 under Floor (Primary Load Group) loading TJPro 59 40 Passed Span 1 - Deflection Criteria: MINIMUM (LL:U360,TL:U240,ALT:U600 @50.0 psf). -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 1 1/8" Panels (48" Span Rating) NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 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 NAILED 1 1/8" Panels (48" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.87 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. TJ Engineering has verified the analysis. The input loads and dimensions have been provided by others ( ) and must be verified and approved for the specific application by the design professional for the project. -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: Pacific Park Plaza Vicki Lundmark - Trujillo Phone : (503) 520 -7403 Vicki.Lundmark- Trujillo@ W eyerhaeuser.com Copyright ® 2006 by Trus Joist, a Weyerhaeuser Business TJIA 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: /' ^/ \CustomEng \Production \05 - 004000 \05 004 Pacific Park Plaza \designs \cl supporting header.sms ( / Site Address: 67 5 (,() FILE COPY ° Building Division Transmittal Letter TI GAR D. DA,' EIRt7EECEIVED: w TO: B/Z/R J) 664- LOe_E_ _ .1 DEPT: BUILDING DIVISION ID 2 2007 • FROM: �n)AGt Z. 1 �.p ' a' . /wlE COMPANY: 'Bel e ,¢vC77oZJ PHONE #.: - 617 - Det67 By: - BP RE: 152)P 2tq x4 7 (Case number, site address, etc.) at1F /C f faZif ��,7j I re(kii va 6 ey (Project name or subdivision name and lot number) ,//17!44 ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and /or lateral analysis. Floor /roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other (explain): • REMARKS: FOR OFFICE USE ONLY Routed to Permit Technician: Date: Initials: Fees Due: ❑ Yes ❑ No Fee Description: Amount Due: Special Instructions: Reprint Permit (per PE): ❑ Yes ❑ . No ❑ Done Applicant Notified: Date: Initials: I: Building \Forms \LetterTransmittal.doc 09/22/06 FILE COPY Job Name: Pacific Park Plaza City of Tigard Job Address: 9975 SW Frewing, Tigard, OR Building Department Date: 03/09/06 13125 Hall Boulevard Tigard Building Permit BUP - 2004 -00297 Structural Plan Review #1 Plans Dated 2 -6 -07; Calculations Dated 2 -2 -07 Corr. Item Page No. Response Code Section Made No. See more detailed inspection requirements 1 S1.0.1 on sheet S1.0.1. Contractor to fill out 1704 and submit special inspection program sheet Connection shall be similar to detail 5/S5.1 2 S5.1 See Revised detail 3/S5.1. 106.1.1 Section cut should reference 5/S4.1 Sim. 3 S2.3 & S4.1 See revised plans for proper reference 106.1.1 Height has been limited to 7' -0" 4 S3.1 See revised detail 9/S3.1 106.1.1 See calculation addendum and revised 5 1/S5.1 detail 1/S5.1 106.1.1 double sided 1/4" fillet weld 6 1/S7.2 See revised detail 1/S7.2 106.1.1 Minimum lap length shall be 5" 7 5/S7.2 See revised detail 5/S7.2 106.1.1 General Need to submit approved floor and roof joist 8 (Deferred shop drawings Submittal) General Need to submit approved structural steel 9 (Shop shop drawings Drawings) See more detailed inspection requirements 10 Special on sheet S1.0.1. Inspection 11 General See revised submitted plans Note: Revised plans and details shall be dated 3 -9 -2007 MILLER Consulting Engineers LETTER OF TRANSMITTAL 9570 SW Barbur Boulevard, Suite 100 Portland, Oregon 97219 -5412 PH: (503) 246 -1250 DATE March 13, 2007 JOB NO. 051333 FAX: (503) 246 -1395 ATTENTION Mark VanDomelen TO RE: Massih Building Plan Check City of Tigard 13125 SW Hall Blvd. Tigard, OR 97223 WE ARE SENDING YOU, ATTACHED Via ❑ FAX ❑ US Mail ® Customer P/U ❑ Courier COPIES DATE NO. DESCRIPTION 2 3/13/07 Sets Stamped Drawings 1 Plan Check THESE ARE TRANSMITTED as checked below: ❑ For Approval ❑ For Your Use ❑ As Requested ❑ For Review and Comment REMARKS COPY TO file SIGNED: Raymond Miller; naw FILE COPY 7650 SW Beveland Street TM PPEY Suite 100 � TM Tigard, Oregon 97223 — — CONSULTING ENGINEERS Phone: (503) 443 - 3900 Fax: (503) 443-3700 LETTER OF TRANSMITTAL Date: Friday, March 09, 2007 Project Number: 7024 To: City of Tigard Building Department - 13125 Hall Boulevard Tigard, OR 97223 - rj, j i t gyp` \�. Attention: Mark VanDomelen , --,°` ' Project: Pacific Park Plaza (BUP - 2004 - 00297) Enclosed: Plans ['Shop Drawings ®Calculations nSpecifications Details (Copy of Letter ❑Other: Number of Copies: Descriptions 4 Revised Structural Plans 3 Structural Calculation Addendum 1 Structural Check Sheet Responses ['For Your Use For Your Review ❑For Your Approval MAs Requested Remarks: Copy to: Signed: Tim Agnew [Mailed Delivered fTo Be Picked Up Structural Calculations: Project: Pacific Park Plaza • Project Number: 7024 Client: BnK Construction, Inc. Date: February 2, 2007 Code: 2003 IBC, 2004 Oregon Structural Specialty C r 14 0 (. 44 tt) fa 21 2001 01 clOS Table of Contents Item Pages Foundations 1.1 — 1.10 Posts and Columns 2.1 — 2.7 Tall wall Elements 3.1 — 3.4 2 " Floor Framing 4.1 - 4.12 Roof Framing 5.1 — 5.12 Lateral Analysis 6.1 — 6.18 .°W ir cR 13089 V _ OREGON P G1 y 11 S 4 1), - 'r „ A EXPIRES: 12,-3t4 - bb TM RIPPEY City of Tigard lYl Consulting Engineers 7650 SW Beveland Street Suite 100 Approved Plans 7- Tigard, Oregon 97223 By J i /AC72 Date � 3 - Phone: (503) 443 -3900 n u p 2.00 - DO Z - 5 �� SW f /E(/jff3 Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:01 PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : Rev: 580000 User: KW- 0602562, ver 5.8.0, 1- Dec -2003 Square Footing Design DesI Page 1 j (c)1983 -2003 ENERCALC Engineering Software pacific park plaza.ecw:Calwla6ons r::-er:ca. :t...,t •r.:x�e: �z•_r.-,el zrt t,c- c:a;aa:wrre.... ca acsas- •_:west. zs�s:rzn.nrsn-- : -,;� . r Description R.4 & R.3 Footing ti I General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 l ii nni sa-urs:snr.s+::rsc:a::. c22^r:: rra:nar i sramml ; mas :a.:.ssraavvkimm..m.vrae_vmea.4r s: , as tnsxtnmx�•w.mrxr�,cr rssi:rmax.a. „ fi Dead Load 9.010 k Footing Dimension 4.667 ft Live Load 17.160 k Thickness 10.00 in Short Term Load 0.000 k # of Bars 4 Seismic Zone 3 Bar Size 5 Overburden Weight 97.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf Yc 2,500.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 5.50 in Allowable Soil Bearing 1,500.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Reinforcing 1.1,7m,,,,,"mme,::a•t- 'T'714•, aa`+: tm elor!!n;,,,,,,,....',a- 1,,,r5i^ ,,, teLaal.lv:nrskrs.s•Ctc-..ax:cxu ,,,r..- 3re,rx:es!r+-1. mnut:_ s.' 1 s+. II rs' ati c. 'Cr_!!:x•. x-,_ ^:.s=wa:aC•ua timrtmazsz2a,2=,,, i Rebar Requirement Actual Rebar "d" depth used 6.438 in As to USE per foot of Width 0.234 in2 200 /Fy 0.0033 Total As Req'd 1.090 in2 As Req'd by Analysis 0.0023 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0030 % iE 7 s� ; ,44.,..;. t_ .....,,,,,, . -,,>•: , Footing OK 4.67ft square x 10.0in thick with 4- #5 bars Max. Static Soil Pressure 1,419.35 psf Vu : Actual One -Way 45.13 psi Allow Static Soil Pressure 1,500.00 psf Vn*Phi : Allow One -Way 85.00 psi Max. Short Term Soil Pressure 1,419.35 psf Vu : Actual Two -Way 150.39 psi Allow Short Term Soil Pressure 1,500.00 psf Vn *Phi : Allow Two -Way 170.00 psi Mu : Actual Alternate Rebar Selections... 4.92 6 # 4's 4 # 5's 3 # 6's Mn' Phi : Capacity 7.32 2 # 7's 2 # 8's 2 # 9's 1 # 10's r 1 .1 Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:01 PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : 1 Rev 580000 User. KW- 0602562, Ver5.8.0, 1- Dec -2003 Square Footing Design Page 1 (c)1983 -2003 ENERCALC Engineering Software pacific park plaza ecw.Calculations 1 .S tam t.- z-- cne ^_er:- nV,Vtawaarax,..:.n..irYr ist r rra: '9trcros:.,s*rrsc- r.+z • Description F.1 Footing v LGeneral Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 7 Yal3.'R:: ”44:^.:7,..,:1:R^....Y..:%]Anna a 9.....unta4X S.K]M:M1T >..- ar'lAi:: .-..x ::i rawrcp : S3P. -. 1:,=::=f:atTir"rE.'FR. umnI 44"..y=,,,,t.w,.,.e....+..- ,., »..... • w , ....... .... Dead Load 25.200 k Footing Dimension 6.500 ft Live Load 26.630 k Thickness 14.00 in Short Term Load 0.000 k # of Bars 7 Seismic Zone 3 Bar Size 5 Overburden Weight 97.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf f'c 2,500.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 5.50 in Allowable Soil Bearing 1,500.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered Toads to ultimate loads within this program is according to ACI 318 -02 C.2 Reinforcing I nrre st6.sm.,. s:ermnsxmla+aMmt.HY_R,-,17 !M•R l l iY:._?: : ^- eau :.'Yp! »s:n:.taafRX� ^^._z.__^f t:._..FIFIZ yt ^ T! I:IT.'22-n�sa�:r,.t^`?_'."S•_^L�3^ -:. ^ nr..., i Rebar Requirement Actual Rebar "d" depth used 10.438 in As to USE per foot of Width 0.302 in2 200 /Fy 0.0033 Total As Req'd 1.966 in2 As Req'd by Analysis 0.0018 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0024 % ,..,,k � �„._ _.9 xtrv.ii et Footing OK 6.50ft square x 14.0in thick with 7- #5 bars Max. Static Soil Pressure 1,492.91 psf Vu : Actual One -Way 39.14 psi Allow Static Soil Pressure 1,500.00 psf Vn*Phi : Allow One -Way 85.00 psi Max. Short Term Soil Pressure 1,492.91 psf Vu : Actual Two -Way 138.68 psi Allow Short Term Soil Pressure 1,500.00 psf Vn*Phi : Allow Two -Way 170.00 psi Alternate Rebar Selections... Mu : Actual 10.40 10 # 4's 7 # 5's 5 # 6's Mn "Phi : Capacity 15.09 4 # 7's 3 # 8's 2 # 9's 2 # 10's r I,Z./ Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:01 PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : Rev: 580000 User. KW- 0602562,Ver58.0, 1- Dec -2003 Square Footing Design Page 1 11 (c)1983 -2003 ENERCALC Engineering Software pacific park plaza ecw Calculations -- - triMraslar ar. ce€r..nr- .+e>• six: ,rrrn+e�. -- axam:xsx -, sea: :!actzz x„:.aaes,.._am �w.: nssrsr�ar .,w.:;z- .aeamva..•sm�aa-nsu.._ _. Y ...,... .., .- . „.,...... .... -. -,. �eaxxe • ;...;,;..,- ..x,, r Description F.2 Footing ti General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 =2,1i,^. “ F.=enr .. .0YVYt.'4LV i410“.u...re raVeriM 9W11.7 M!i!.'a13:R511 Vi trhilti.rterMifraVilertiriltr n. - Dead Load 25.200 k Footing Dimension 7.330 ft Live Load 38.970 k Thickness 16.00 in Short Term Load 0.000 k # of Bars 9 Seismic Zone 3 Bar Size 5 Overburden Weight 97.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf Pc 2,500,0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 5.50 in Allowable Soil Bearing 1,500.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate Toads within this program is according to ACI 318 -02 C.2 Reinforcing - CHntt∎n,K.w. :irST..V.%7 4 :, ? Tab: St •! - ': .1!t.Metin:SX ! CM1,,,,,ri• (irrr?TM13 - k IWZKILZT.,11 r.rr: •VA ttit+5f2..19i^.2^7 -1M Vg.a J..^./+A!M:...= tr3 ,. f:' - .w........ -iitH r 1 1 Rebar Requirement Actual Rebar "d” depth used 12.438 in As to USE per foot of Width 0.346 in2 200 /Fy 0.0033 Total As Req'd 2.533 in2 As Req'd by Analysis 0.0017 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0022 % a Summary ,; _ , • ,;i. �.. -. , �,# Footing OK 7.33ft square x 16.0in thick with 9- #5 bars Max. Static Soil Pressure 1,484.66 psf Vu : Actual One -Way 36.91 psi Allow Static Soil Pressure 1,500.00 psf Vn*Phi : Allow One -Way 85.00 psi Max. Short Term Soil Pressure 1,484.66 psf Vu : Actual Two -Way 132.50 psi Allow Short Term Soil Pressure 1,500.00 psf Vn*Phi : Allow Two -Way 170.00 psi Alternate Rebar Selections... Mu : Actual 13.55 13 # 4's 9 # 5's 6 # 6's Mn 'Phi : Capacity 20.53 5 # 7's 4 # 8's 3 # 9's 2 # 10's r J, Z! Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:02PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 -� User: KW- 0602562, Ver5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design Page 1 (c)1983.2003 ENERCALC Engineering Software 9 pacific park plaza.ecw:Calculations Description Elevator Pit Wall Criteria j Soil Data j Footing Strengths & Dimensions =te ..., Retained Height = 5.17 ft Allow Soil Bearing = 1,500.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.33 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 40.0 Toe Width = 3.00 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 = 300.0 Total Footing Width = - 4733 - Soil Density = 110.00 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 = 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 Surchar Loads Surcharge Over Heel = 98.0 psf Surcharge Over Toe = 0.0 psf Used To Resist Sliding & Overturning Used for Sliding & Overturning Design Summ Stem Con ' Top Stem Stem OK Total Bearing Load = 1,814 Ibs Design height ft = 0.00 ...resultant ecc. = 2.64 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 546 psf OK Thickness = 8.00 S ss Rebar S Soil Pressure @ Heel = 291 psf OK ize = # 4 Allowable = 1,500 psf Rebar Spacing = 12.00 Soil Pressure Less Than Allowable Rebar Placed at = Center ACI Factored @ Toe = 685 psf Design Data fb /FB + fa /Fa = 0.693 ACI Factored @Heel = 365 psf Total Force @ Section Ibs = 1,220.8 Footing Shear @ Toe = 8.8 psi OK Moment....Actual ft-#= 2,372.1 Footing Shear @ Heel = 10.8 psi OK Moment Allowable = 3,423.0 Allowable = 93.1 psi Shear Actual psi = 25.4 Wall Stability Ratios Shear Allowable si = 93.1 Overturning = 2.58 OK p Sliding = 0.71 UNSTABLE! Bar Develop ABOVE Ht. in = 17.09 Sliding Calcs Slab Resists All Sliding ! Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 980.4 Ibs Wall Weight = 96.7 Rebar Depth 'd' in = 4.00 Masonry Data fm psi= Fs psi = . Solid Grouting = Footing Design Results Special Inspection = Modular Ratio 'n' = Toe Heel Short Term Factor = Factored Pressure = 685 365 psf Equiv. Solid Thick. = Mu' : Upward = 2,751 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 945 467 ft-# Concrete Data Mu: Design = 1,806 467 ft-# fc psi = 3,000.0 Actual 1 -Way Shear = 8.77 10.80 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© 17.00 in, #5@ 26.25 in, #6@ 37.00 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 r Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S " Fr Key Reinforcing = None Spec'd Key: No key defined C I•GI Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:02PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 User: KW- 0602562, Ver5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design Page 2 L (c)1983 -2003 ENERCALC Engineering Software pacific park plaza.ecw:Calculations I Description Elevator Pit Wall t L Summa of Overturnin • & Resistin Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 980.4 2.29 2,241.3 Soil Over Heel = 378.7 4.00 1,514.8 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 65.3 4.00 261.2 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) = 531.4 3.33 1,771.3 Total = 980.4 O.T.M. = 2,241.3 Earth @ Stem Transitions= Resisting /Overturning Ratio = 2.58 Footing Weight = 649.9 2.17 1,408.1 Vertical Loads used for Soil Pressure = 1,813.7 Ibs Key Weight = Vert. Component = 188.4 4.33 816.2 Vertical component of active pressure used for soil pressure Total = 1,813.7 Ibs R.M.= 5,771.6 ,. Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:02PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 User: KW- 0602562, Ver5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design Page 1 (c)1983 -2003 ENERCALC Engineering Software pacific park plaza.ecw:Calculatians Description Stem Wall Strengthening LCriteria j Soil Data j L Footing Strengths & Dimensions O, r•.:- • SS..,... ^+'� ...x.a ..1:7.'8'..u9i!rall.' S/ *711 ::IDTS/IDt'dJ Retained Height = 5.17ft Allow Soil Bearing = 1,500.0 psf fc = 3,000 9 P psi Fy = 60,000 psi Wall height above soil = 0.33 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 40.0 Toe Width = 2.17 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 1.33 Height of Soil over Toe = 12.00 in Passive Pressure = 300.0 Total Footing Width = 3.50 Soil Density = 110.00 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 = 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 N Lateral Load Ap plie d to Stem Axial Loa dApp to Stem j Surcharge Over Heel = 118.0 psf Lateral Load = 0.0 #/ft Axial Dead Load = 1,498.0 Ibs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Axial Live Load = 0.0 Ibs Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Axial Load Eccentricity = 6.1 in Used for Sliding & Overturning Design Summ Stem Construction Top Stem Stem OK Total Bearing Load = 3,439 Ibs Design height ft = 0.00 ...resultant ecc. = 2.79 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 1,374 psf OK Thickness = 8.00 S ss Rebar S Soil Pressure @ Heel = 591 psf OK ize = # 5 Rebar Spacing = 16.00 Allowable = 1,500 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,818 psf fb /FB + fa /Fa = 0.913 ACI Factored @ Heel = 782 psf Total Force @ Section lbs = 1,284.6 Footing Shear @ Toe = 17.7 psi OK Moment....Actual ft-# = 3,603.2 Footing Shear @ Heel = 11.0 psi OK Moment Allowable = 3,945.8 Allowable = 93.1 psi Shear Actual psi = 26.8 Wall Stability Ratios Shear Allowable Overturning = 3.19 OK psi = 93.1 Sliding = 1.59 OK Bar Develop ABOVE Ht. in = 21.36 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 8.70 Lateral Sliding Force = 1,025.3 Ibs Wall Weight = 96.7 less 100% Passive Ford - 600.0 Ibs Rebar Depth 'd' in = 4.00 less 100% Friction Force= - 1,031.6 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi = Fs psi = ....for 1.5:1 Stability = 0.0 Ibs OK Solid Grouting = Footing Desig Resu Special Inspection = Modular Ratio 'n' = Toe Heel Short Term Factor = Factored Pressure = 1,818 782 psf Equiv. Solid Thick. = Mu' : Upward = 3,767 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 855 474 ft-# Concrete Data Mu: Design = 2,912 474 ft-# fc psi = 3,000.0 • Actual 1 -Way Shear = 17.71 11.02 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@ 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 Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:02PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 i Rev: 580000 User: KW- 0602562, Ver5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design Page 2 (c)1983 -2003 ENERCALC Engineering Software pacific park plaza. ecw:Calculations Description Stem Wall Strengthening i 1 Summa of Overturnin. & Resistin • Forces & Moments . j OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,025.3 2.32 2,379.6 Soil Over Heel = 378.9 3.17 1,200.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 78.7 3.17 249.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 1,498.0 1.99 2,984.0 Load @ Stem Above Soil = Soil Over Toe = 238.4 1.08 258.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 531.4 2.50 1,328.6 Total = 1,025.3 O.T.M. = 2,379.6 Earth @ Stem Transitions= Resisting /Overturning Ratio = 3.19 Footing Weight = 525.0 1.75 918.9 Vertical Loads used for Soil Pressure = 3,438.7 Ibs Key Weight = Vert. Component = 188.4 3.50 659.3 Vertical component of active pressure used for soil pressure Total = 3,438.7 Ibs R.M.= 7,598.3 I,'7 @ , W - - Au� (TNPI✓ 1) @ /00 4- ae ,J�. ►dAus (7i -) F = 10' ( I S 4F) 2 FU,✓t ) S -12 Pi F 1' LS Ps f- 13" lo'( i, PsF) Root I ts . P 1 A ' I 7.� PSr 2c 10720 es 0) PA A- 117.1) " )5 ' two P , F ) ■ lo 0.?s(SO *2. 0 .756.0 0� S(,3 PlF �� s e (� 5 .,".. " LY 30' 8 PS F w y PI f 'o': 3y`hf b 11 x 1303 pq-Z75-) 4, 1110 3 . rj i /36 Alta 5 J` , = 0./74-, " Q3 , l" Si ..._� p1u- > /,41 ' ' C� 7 i . 11E I 'TYPE Z TYPF3 1 ,6 7'dA Vittd s ( 3) z.. tit 3 */f' . _ /ifs, +ill- = I r,70 o+ /Pe b IS rsr° ; Ito 0 PSl = ?vo 1 Y 3/ ?rJJo c /41 ' ► YSb /a 'vo 100 )/C00 = p/33 3V PSF) = PIO /, / 2 = v,fioSO = a,g7o /. /t =o.s5 5 �! 9. (,, ' 0.970 (,. /494f J.y "_ 795 ° ups- "C p r o - (/SE 77,f b'' - Tof4wv 1 atIl w = z V.5t Io S. $t7(. +2 us Et, " = b/r 2_'.(v - ) Z - IIV* + _ ].S'' - 05E f," 2yi atoq RLo9 / /Soo.4 / - 7393 / 1' 73$34 = 0.5 G 5 / 0 , LI3,0 -t o . I 75 = 10. P. r ► '—> () SE /2 " 1M TM SPEY UCAFE�? 4 fJ,ttIcAt? BY DATE CONSULTING ENGINEERS 5 fNs›jrI 0 N S , CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET I. OF poi- eu..3 Tree 1 r'► o : - s `i t_ �->r = .48 k.; & - ►� to.. 4K - 0.1 ((1'5)(`0)(7- (00) 0 .6s (7,6 12Q-) b k 5Y(4S) (.7 AS( •1 .74-5 O. o' 7 i ( z ) 0.0 7 - 0 . 0 3 4 0 # / @ Z(- o °o/c. O'Z /t i 0.1 PA /P* ) 0 Et-‘C36:.1-t 9J f = p. o31co(Gv. - 0,0 T'' 7 0.o6 6 14-6 0 .934./x/ ` 92 V-0 "44'4 '36c&) /072 nO WA.S F q) cISC sL 4 @ et.. i (C w/ y IA, C V I) f tj = /207 Pf (i.n) b" s 7 2 µ 1207 r F 7- 7Z'/2 = 60.3 12.070')- ZYt y v s 1. __ ( .1S 0 (0 , 6 9 3s - )T 11 2 0 ~ s 7•s - _.iS - it it k;. 0(e. ye24) 2-7 ZS C.°3, I-11! z O.94b74 r.ao$1' y Y a9 t, —I TM REPPEY V E t-1 e n I et* I Cil BY DATE CONSULTING ENGINEERS re.hmaia"Y 1 a h1 CCU CHK BY DATE 7650 S.W. Beveland St, Suite 100 SOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET I OF I ' I i FDA or ,J1 M .;)t&11-174C.t' 1 P14 f)C9) - iLro13 A in (z)33t,( s) i1(13) 302 '1 k -n n37 ‘643 � re:,N„ 4. 11037 2.13'-/0 E "6P L 1 1 0.1`‘ 7rNsw�+� - K X 0, => KS io( v.99ss) ' Ke31 4.315-(, C 0 938 1 0. 93b4 3S (761 35, 7tni�oa� 1'/ T. I- O.L18 - x • o. 8 LW 3 9 (Aso (o.9 <HEM, 7.r - (-'( t -•ls - 0,778 Goe 7783) = Li t • --= 15°7 = 0 - G al 1 < I .e S3rS y7)(, lEAK TM RIPPEY Rl-" NAvi L WtgLL rctTh V BY DATE CONSULTING ENGINEERS i NbT-4 4 CHK BY DATE 7650 S.W. Beveland St, Suite 100 108 NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET • I ° OF Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:01 PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : Rev: 580000 User: KW-0602562, Ver5.8.0, 1- Dec -2003 Timber Column Design Page 1 '' (c)1983.2003 ENERCALC Engineering Software pacific park plaza. ecw•Calculations -. II4'!!•!. 1. S'Yar_Mi^�Y- ,jr1+T.tM!M'e* zv'AL.:eI'1:.MM t. __.:«w..�i.�!ftr.c.:•�3Cle alT .ftM1Re.!:gl1SSITG'S�R4YM${'a! we......Y.� ._.. u. y....n. ... yt:r+..9 • Description R.1 Column d • LGeneral Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. .r.,,,..,,,:- .arnwR^...... -..,- .-,. s�...r.,=.- .....aa -:amL _- s- .tiL�xSrz.�-:...°:-.,r, -. ::rzr.- ss- :,�.-.:-rz.,.. s..�R ........u. ':`t9i.6 w.rsRSUfCnroi.,..twKRlexaW�{'rT. .iii Wood Section 6x8 Total Column Height 11.67 ft Le XX for Axial 11.67 ft Rectangular Column Load Duration Factor 1.15 Le YY for Axial 11.67 ft Column Depth 7.50 in Fc 1,000.00 psi Lu XX for Bending 11.67 ft Width 5.50 in Fb 1,200.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.1 Loads wz: S i ..' .,,,zm rzn..tr Art7.. : ..1.... nsfrnr..:'1'Fr'518:'nu .'X:wASP::.:.Y.,..r:Cr.,,, :TT�.v....,,,, ,, ...m..mra wanwmr1:. 1...: SYEei^r 411'K i..=. - zm t T( NFAL Q: YJMt i:.': u'• IZSSL :..r.sm:c..':Awr.T:772 - wm - e , . .. . 11 Dead Load Live Load Short Term Load Axial Load 7,334.00Ibs 13,322.00 lbs 0.00 lbs Eccentricity 0.500in Summary 1 Column OK Using : 6x8, Width= 5.50in, Depth= 7.50in, Total Column Ht= 11.67ft DL +LL DL +LL +ST DL +ST fc : Compression 500.75 psi 500.75 psi 177.79 psi Fc : Allowable 580.10 psi 605.63 psi 605.63 psi fbx : Flexural 200.30 psi 200.30 psi 71.12 psi F'bx : Allowable 1,192.72 psi 1,370.22 psi 1,370.22 psi Interaction Value 0.8191 0.9134 0.1458 Stress Details t. °:1 A si ftazr. 1e: . _. +r_ir:.... ve.. -. . r:......rxnv.t.,,L - _c .. _.. . ...7!.......t.!!,, rxC! ,,^,,.. .:••.LL;....•.••••••••• y, • Fc : X -X 788.56 psi For Bending Stress Calcs... Fc : Y -Y 580.10 psi Max k'Lu / d 50.00 F'c : Allowable 580.10 psi Actual k *Lu /d 25.03 F'c:Allow • Load Dur Factor 605.63 psi Min. Allow k *Lu / d 11.00 F'bx 1,192.72 psi Cf:Bending 1.000 F'bx • Load Duration Factor 1,370.22 psi Rb : (Le d /13^2) ^.5 7.993 For Axial Stress Calcs... Cf : Axial 1.000 Axial X -X k Lu / d 18.67 Axial Y -Y k Lu / d 25.46 ;.I Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:01 PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : Rev: 580000 User KW-0602562, Ver 5.8.0, 1- Dec -2003 Timber Column Design Page 1 (c}1983 -2003 ENERCALC Engineering Software pacific park plaza.ecw:Calculations 4 ....,, 5ss o +s_ <!.. ,,,, vmwow %�c:v i•n. w «....wemx nr. 4r^s c� -,w.,,,,rr__:....x- :- tears_r.00m ••••• s. ra ¢cs. .,..... .. • Description R.4 End Column [General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. +'.i:i7,. At :n!fMitt.:.:ti..M:Iw:��j11K,Jr 14Vt i u' EVAI1v.Z.74,201Cd1t..uri ,,,:tr.it ..f,..._=« a,-, ..17.4 . :=:...�.w...G.......wr.ri ..1 s�vFR rG•. ...s. a. Wood Section PrIIm: 7x7 Total Column Height 25.50 ft Le XX for Axial 25.50 ft Rectangular Column Load Duration Factor 1.15 Le YY for Axial 1.00 ft Column Depth 7.00 in Fc 1,600.00 psi Lu XX for Bending 25.50 ft Width 5.25 in Fb 2,900.00 psi Manuf E - Elastic Modulus 2,000 ksi Truss Joist - MacMillan, Parallam 2 [Loads , :. •r r ,..,.-... - -.t r. ..✓ r. .sr.: vr: -:me1 - 17.,7Cf.:.. sacxraars:r. ... l Dead Load Live Load Short Term Load Axial Load 2,887.00Ibs 8,627.00 Ibs 0.00 Ibs Eccentricity 0.500in Summary 1 1 Column OK Using : Prllm: 7x7, Width= 5.25in, Depth= 7.00in, Total Column Ht= 25.50ft DL + LL DL + LL + ST DL + ST fc : Compression 313.31 psi 313.31 psi 78.56 psi Fc : Allowable 422.34 psi 424.73 psi 424.73 psi fbx : Flexural 134.27 psi 134.27 psi 33.67 psi F'bx : Allowable 2,829.62 psi 3,235.88 psi 3,235.88 psi Interaction Value 0.4700 0.6903 0.0469 I Stress Details .,,,,,a -r,,m, ,...:;.-ra e,reptuatess^-+_ v c r.!rret.; ¢.rs.c s r.avon . ^+rsr. ,,tv;cmra mc,wrl ur lavr,, ,,, r srmwstars^..mrox sranrs.i2er ft un nzzeterstaacx•.^.- +w..r- ttut_an r=ssu em. , Fc : X -X 422.34 psi For Bending Stress Calcs... Fc : Y -Y 1,598.39 psi Max k*Lu / d 50.00 F'c : Allowable 422.34 psi Actual k *Lu /d 22.12 F'c:Allow' Load Dur Factor 424.73 psi Min. Allow k*Lu / d 11.00 F'bx 2,829.62 psi Cf:Bending 1.000 F'bx' Load Duration Factor 3,235.88 psi Rb : (Le d /13 ^.5 11.958 For Axial Stress Calcs... Cf : Axial 1.000 Axial X -X k Lu / d 43.71 Axial Y -Y k Lu / d 2.29 2.t- Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:01 PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : Rev: 580000 User: KW- 0602562, Ver 5.8.0, 1-Dec -2003 Steel Column Page 1 (c)1983 -2003 ENERCALC Engineering Software pacific park plaza,ecw:Calculations w. c ,... sss-�a�s.=...: ::v 4- =.awsexr..arax sx a:a:aassvr. ,u n. ..s,- scan aen s�aseme ...•,_ =.:.. ,wtr o,- z&.t, . - Description R.4 Mid Span Column Steel General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 caty: r..,_,:. icar.::..:.-:: a�auWc_ RZarer..: i; r.: �aas-: rrruz.:-.: ssrr .:..rawr_•.�:•.::x::aenrxac±- - , ,- -. .«..= .- s:- .:asntcz - __ Steel Section SS5- 1/2X5- 1/2X5/16 Fy 46.00 ksi X -X Sidesway : Restrained Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 25.500 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 25.500 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 25.500 ft Kyy 1.000 [Loads Axial Load... Dead Load 9.01 k Ecc. for X -X Axis Moments 1.000 in Live Load 17.16 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k ' Summary Column Design OK Section : HSS5- 1/2X5- 1/2X5/16, Height = 25.50ft, Axial Loads: DL = 9.01, LL = 17.16, ST = 0.00k, Ecc. = 1.000in Unbraced Lengths: X -X = 25.50ft, Y -Y = 25.50ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen] AISC Formula H1 - 1 0.2422 0.4770 0.7832 0.7832 AISC Formula H1 - 2 0.0872 0.1662 0.2535 0.2535 AISC Formula H1 - 3 X)( Axis : Fa calc'd per Eq. E2.2, K *Llr > Cc YY Axis : Fa calc'd per Eq. E2 -2, K *L /r > Cc Stresses 1,'3'^"..::::.,T�":::o:.. ::..::x:::S:.::3= :'>r�:..:= :..:: :::. -.. .. .' i:J.::�5::3.��.•:t t c r; �:::�: :� ;- :::S.:: d:t::i::M1::f.� lS.T u]:a):S.Y.f..v. ��SS59F.ty.: .GI.�CC2LY:C^�•M ^..3' C.".- :'4... i Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 7.06 ksi 7.06 ksi 7.06 ksi 7.06 ksi fa : Actual 1.54 ksi 2.93 ksi 4.47 ksi 4.47 ksi Fb:xx : Allow [F3.1] 30.36 ksi 30.36 ksi 30.36 ksi 30.36 ksi fb : xx Actual 0.96 ksi 1.82 ksi 2.78 ksi 2.78 ksi Fb:yy : Allow [F3.1] 30.36 ksi 30.36 ksi 30.36 ksi 30.36 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values - 74 - .1.014G3'te' 2,1 _ i911 -1,4 7 fltvl TC., ,l'S.N.TEV,i 3.0:cr,,Ii.q;, 6A .? eI ia .24. 3.1. e.v ..5ESit"IVi.:..raXIMILIM - Sr.131,50V .. F'ex : DL +LL 7,061 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 7,061 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 7,061 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 7,061 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -0.209 in at 14.790 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:01 PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : Rev: 580000 .., User KW- 0602562, Ver5.8.0, 1- Dec -2003 Steel Column Page 1 (c)1983 -2003 ENERCALC Engineering Software pacific park plaza.ecw:Calculations L te9..xlzg ern,.. ..i7.telt IMwer..3" v2'1 -+Gr ^1:2th2i1=1,-* .23:t1.4,1VrL• t^C21 ". ism_inn 11.1"- +... .. ...,., ...,.., - s :...,...m :. ._..........yyr� _ _ ,,. • Description F.1 Mid Span Column Steel • General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ,.-....r.'F: z :s« 's:c »xx-::,.yT. - -:... 'J.'- T.......-r.:-xc ::ac:3.a0.. A 2::: v:...,.. vre :::a..TSxc>.ca...:...- ....:...- ---• - Steel Section HSS5- 112X5- 112X114 Fy 46.00 ksi X -X Sidesway : Restrained Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 13.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 13.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 13.000 ft Kyy 1.000 L Loads Axial Load... Dead Load 25.20 k Ecc. for X -X Axis Moments 1.000 in . Live Load 26.63 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Summary ry Column Design OK Section : HSS5 - 1/2X5- 1/2X1/4, Height = 13.00ft, Axial Loads: DL = 25.20, LL = 26.63, ST = 0.00k, Ecc. = 1.000in Unbraced Lengths: X -X = 13.00ft, Y -Y = 13.00ft Combined Stress Ratios _ Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.3601 0.3818 0.7983 0.7983 AISC Formula H1 - 2 0.3069 0.3244 0.6314 0.6314 AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq. E2-1, K *Llr < Cc YY Axis : Fa calc'd per Eq. E2 -1, K *Llr < Cc _ Stresses 'i Y amrr,'new..,17.M. .m,..,1= :azc t :Ma. r- erar.�,1 =:s:�r..:1,(S_x :.z. ..e.,....-,....x._..k.... :r. : 1.=,.. «^3.7.:=.x3.1 acerrs..=.. r - ».F.a •as,;ec :cacrz 'eacroa a- napt.. s.' ,_ • . . Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 19.24 ksi 19.24 ksi 19.24 ksi 19.24 ksi fa : Actual 5.28 ksi 5.58 ksi 10.87 ksi 10.87 ksi Fb:xx : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : xx Actual 3.19 ksi 3.37 ksi 6.56 ksi 6.56 ksi Fb:yy : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values G +s.7,.. . >rm,ue,,,,.7 s,. �e r.,,,,, ,,, sr scamw h..... err,,,,e v -n.,m aas-.ars assMent msxoam a hMO!smn.,n�IMPI tr, v+; si:.rc rCA F'ex : DL +LL 27,915 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 27,915 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 27,915 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 - F'ey : DL +LL +ST 27,915 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -0.129 in at 7.540 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft 2.+ Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:01 PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : Rev: 580000 User KW- 0602562, Ver 5.8.0, 1- Dec -2003 Steel Column Page 1 (c)1983 -2003 ENERCALC Engineering Software pacific park plaza.ecw:Calculations S asts.sscr3cWerestz4.1x.3 =15 .gikea rsr_:wvc¢ u'a_a,1ra.:��:mxrzr ar_:. ,a .o•n.W_mc sssrev!ww - .- .... •, . ,.. rear.. ..,- . ..._.,.. >._ , = Description F.1 Mid Span Column Steel storage r- General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 F ...a.umr:.. ....:rsrz...se-cxsr..... ..." :zsv'»::: sn:... 1- 4,..==. 611 .:axenam: •zca. .tsa»eTAINHI Steel Section SS5- 112X5- 112X5/16 Fy 46.00 ksi X -X Sidesway : Restrained Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 13.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 13.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 13.000 ft Kyy 1.000 Loads T "..7 :YSf+.34 3r, mawadv 5 - 4 4 , ...'.r - 4 :. 4 , 4 ,7 4 + , -, !l:F+fF 3:S`1b i14.,.., .sa.'i J,.."4∎lI. lei- U.D. "rirei!A'NLeiYb' 4 �[A.'IM7S u.o.... SIMMIW @1ttr . . +.. . +. ...r '� Axial Load... Dead Load 25.20 k Ecc. for X -X Axis Moments 1.000 in Live Load 38.97 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k C Summary Column Design OK Section : HSS5- 112X5- 1/2X5116, Height = 13.00ft, Axial Loads: DL = 25.20, LL = 38.97, ST = 0.00k, Ecc. = 1.000in Unbraced Lengths: X -X = 13.00ft, Y -Y = 13.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen AISC Formula H1 - 1 0.2948 0.4682 0.8231 0.8231 AISC Formula H1 - 2 0.2528 0.3910 0.6439 0.6439 AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq. E2 -1, K *Llr < Cc YY Axis : Fa calc'd per Eq. E2 -1, K *Llr < Cc Stresses 7 :sx. t=:. Ion g.1 asx;, n. s- az :::cr . a 2•; :.ur,.r4 :a.au r ^,, :. na±s ;s.W.3esnr. zu,:c: ay.-:xa.r.4xirn fr.N: ZVXE7a ssm,.a..ar r.. aa xca?'+xs 4,mr uraec:+,z a.'a'ac -.. - 444 Tmodtv, 0_,_ Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 19.07 ksi 19.07 ksi 19.07 ksi 19.07 ksi fa : Actual 4.31 ksi 6.66 ksi 10.97 ksi 10.97 ksi Fb:xx : Allow [F3.1) 27.60 ksi 27,60 ksi 27.60 ksi 27.60 ksi fb : xx Actual 2.67 ksi 4.13 ksi 6.80 ksi 6.80 ksi Fb:yy : Allow [F3.11 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values xsLYCsew.smse.,... ... 9Jr#yS'nt s. 44..r.,A,,M e.F_'o AL M0.4. era.*:,, a: til 1,:...<.. C.: br•:!+ .Slrssrxa:.°32-s 1.4 4.'_e s+XU•1ZVi1Q.,.!�JSm';afsSCeC3ir L »�+waur,I.•SSY as e.,.. F'ex : DL +LL 27,167 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 27,167 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 27,167 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 F'ey: DL +LL +ST 27,167 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -0.133 in at 7.540 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:01 PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : Rev: 580000 User: KW- 0602562, Ver 5.8.0, 1- Dec -2003 Steel Column Base Plate g (c)1983.2003 ENERCALC Engineering Software pacific park plaza ecw:Calculations 3M8' 3SYVY4Affi .]tilY1SS4fT3.CNI.VIa+liLnl63:f 315L.E MfiGlIi. 26fZ'l1 ryL�' 4\' 39�. xe... m. +.a.�a�yCSt3!!.'.�. FlL. "�MRA^^ .tip+ n...,.•w .. .. x..: _:. ...r- .s. .::lf:d3FPl -. u... r.. ", Description Base Plate F.1 General Information Code Ref : AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 • •.. . ,.- .. ,. .;, Loads Steel Section HSS5- 1/2x5- 1/2x5/16 Axial Load 52.83 k Section Length 5.500 in Section Width 5.500 in X -X Axis Moment 0.00 k -ft Flange Thickness 0.291 in Plate Dimensions Web Thickness 5.500 in Plate Length 12.000 in Allowable Stresses Plate Width 12.000 in Concrete fc 2,500.0 psi Plate Thickness 0.875 in Base Plate Fy 36.00 ksi Load Duration Factor 1.000 Support Pier Size Anchor Bolt Data Pier Length 48.000 in Dist. from Plate Edge 2.000 in Pier Width 48.000 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442 in2 Summary Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 366.9 psi Allow per ACI318 -95, A3.1 Full Bearing : No Bolt Tension = 0.3 ' f'c * Sqrt(A2/A1) " LDF 1,500.0 psi Allow per AISC J9 1,750.0 psi Plate Bending Stress Thickness OK Actual fb 20,758.2 psi Max Allow Plate Fb 27,000.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 5.500 k 2. t, Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:01 PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : Rev: 580000 User: KW- 0602562, Ver5.8.0, 1- Dec -2003 Steel Column Base Plate P park P _(c)1983 -2003 ENERCALC Engineering Software pacific ark Iaza.ecw:Calculations '{ Description Base Plate F.2 General Information Code Ref : AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 1::3ir.�:'x: �:' xr. � . ...,...v.:s.�YS x«:.:21: •..N..:..'4L:a. W1 'rs:.Sr.:�li,. :::s:a ;�:�s;�- - t- ss:x as�t. .. tttc "..L'A;ar6....aew..4e•... -„ ,... Loads Steel Section HSSS- 112x5- 1/2x5/16 Axial Load 64.16 k Section Length 5.500 in X -X Axis Moment 0.00 k -ft Section Width 5.500 in Flange Thickness 0.291 in Plate Dimensions Web Thickness 5.500 in Plate Length 12.000 in Allowable Stresses Plate Width 12.000 in Concrete fc 2,500.0 psi Plate Thickness 0.875 in Base Plate Fy 36.00 ksi Load Duration Factor 1.000 Support Pier Size Anchor Bolt Data Pier Length 48.000 in Dist. from Plate Edge 2.000 in Pier Width 48.000 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442 in2 17,Z1,124,CFI : • .:414 4i.9.Y:x333Y.Ti1'':. Summary Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 445.6 psi Allow per ACI318 -95, A3.1 Full Bearing : No Bolt Tension = 0.3 * f'c * Sgrt(A2 /A1) * LDF 1,500.0 psi Allow per AISC J9 1,750.0 psi Plate Bending Stress Thickness OK Actual fb 25,210.1 psi Max Allow Plate Fb 27,000.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 5.500 k r 2- Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:02PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : F Rev 580000 pip User: KW-0602562, Ver 5.8.0, 1 -Dec -2003 Multi -Span Timber Beam Page 1 (c)1983 -2003 ENERCALC Engineering Software pacific park plaza ecw Calculations 1 1 &'KY.fY731,12xTLYFW9!it:. • McSP!rv75.__.S `3SR'Y -M i:41,,, erft, ee_:: R .11! 1.1. fht.1,arl.r.d tpemerl.mty. - -- _ . .:11fl a,--+. ..�stu-•.^ :1 Description Tall wall jambs • • [ General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined li - St*r-::- dL,,,,ti:I:4h . ,,,,:.,awrs. t4.:Y:Li6F•'1,41 1!,711f14/, 'iIM.YRGY11 7∎411'4,,IX31.,14l.M13 R[SCr"li, ..... 1D6: td21l�� .CIR,iD 717=•6trIn.11.1TiT%,;. S71. -.i a.. .: Truss Joist - MacMillan, Parallam 2.0E Fb : Basic Allow 2,900.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 290.0 psi Load Duration Factor 1.150 Note: Repetitive Member Stress Increase of 1.15 being used for all members under 4" wide l Timber Member Information ? tFa- Lme, ^r..SC-..-a,H s. ra^ut.:..:..7...rN:.r.« a,,,.... rd. r.,.......-.:a,.....x:...:r...: .2: -.,».:..:Z z....: -. ...rrnx....11. s.. a,: uTar r:; fG U3:a am-'15.rw2.0gc::w::tcnsarslrirei,6a2 ,,,., ,,, -A, ., Description 27 Span ft 27.00 2.33 Timber Section Prllm: 5.25x9.5 PrIIm: 5.25x9.5 Beam Width in 5.250 5.250 Beam Depth in 7.000 7.000 End Fixity Pin - Pin Pin - Free Le: Unbraced Length ft 0.00 0.00 Member Type Sawn Sawn Loads - a::.xsac*.,w rr:..,.^ cz^ r_•-_- zsaa*c a,s:ra. lar^ 1 rr,.... a.. . :wn. r•r:....ar. s! m:. r: r 2: X2W.. aa[: t r;•. snMw: arrM.sw>ser71rzns_z:s-ca116.7.7t »�;.11ca 't•+rzs , Live Load Used This Span ? Yes Yes Dead Load #/ft 56.00 56.00 Live Load #/ft Results s - LN1V , `,.. V ":IVY .- .M ....! ,P;.....:..taml.C? :FA- 't._: ^-.. . t , ,,t•`..;. ,-,f _� _eAltt .^* etn K2YnG37�eeuC_e25^'Ynvt,stIWr..` ,11 71eaL.3•.R[..Mtr59i^GSJ!'t�IITME Y�T'� S!?_^_ l.rr'+ DIY^ f94 .r,ritM.,y{�,•.VE WznZT,C:3» I Mmax @ Cntr in -k 60.3 0.0 @ X = ft 13.32 0.00 Max @ Left End in -k 0.0 -1.8 Max @ Right End in -k -1.8 0.0 fb : Actual psi 1,407.0 42.5 Fb : Allowable psi 3,335.0 3,335.0 Bending OK Bending OK Shear @ Left k 0.75 0.13 Shear @ Right k 0.76 0.00 fv : Actual psi 29.4 4.0 Fv : Allowable psi 333.5 333.5 Shear OK Shear OK Reactions & Deflection ib.: Y.itv:el,,tolf 3la 1, 5g.`SSf?}111.3 !'T.C:!h`T9tL'£ic : i .2! litei. =,/+.: “...1,1,3G:SYn. M.C. ,....1,4, .....y...V1I A.,11”.84Si11$ 14MI N ULA1.0421Xl7. ,1.... H:..1 1,34Rt ha1'.c: ter: !P.1.! - 3f SlCf:YS4a" MAr DL @ Left k 0.75 0.89 LL @ Left k 0.00 0.00 Total @ Left k 0.75 0.89 DL @ Right k 0.89 0.00 LL @ Right k 0.00 0.00 Total @ Right k 0.89 0.00 Max. Deflection in -2.435 0.660 @ X = ft 13.50 2.33 Query Values .'7.:87.7., a >x..lfmr.+ r- -n. ^l..r.<...tt...,e,C :..t... ,na, .:,- .r ..v c ,... , J::. .', -.n17 rt11...,N1 _.....S,:-...!_ ..: :_._ .:: - .-_ .:e c.... .....i Location ft 0.00 0.00 . Moment in -k 0.0 -1.8 Shear k 0.8 0.1 Deflection in 0.0000 0.0000 Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:02PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : Rev. 580000 pp n - - _ User. KW-0602562,Ver5.80,1- Dec2003 Multi-Sp Timber Bea Page 1 T (c)1983 -2003 ENERCALC Engineering Software r pacific park plaza ecw Calculations ; . .Yt. .e!_ttra.`Xlit.en tasor"- &V,A,"... mertS., ': ,.. 1!ertitSC,,?4?et%r. t., 1Y.•n :SIG ...... e.... .=1' 1;:=`..9C..1L^$i ■•••,. - e. ffi .«........ - Description Tall Wall Studs " General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined' nxsrnat:ezat::Rxsn. ... s.rsca!sia:.:r..rsr� r« SV.: rs�as: rs:: s++ as^: xss.. n a• e. n rn: ra; cazsrcytssaxx�m.'+tz:rizxaa^ r..,...� . . Truss Joist - MacMillan, TimberStrand 1. Fb : Basic Allow 2,250.0 psi Elastic Modulus 1,500.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 285.0 psi Load Duration Factor 1.150 Note: Repetitive Member Stress Increase of 1.15 being used for all members under 4" wide Timber Member Information -- c:.eras . ..117 r 11.6 . e 2 .:: ::ana.. 13a...::. ;su2.../..ranzr.'.r..+.c: <ncaara�n.:111324,111,51417......”.V.= ...:... -- ..w :r . ..,,,,,•• ,.. j Description 27 "" ' "'�` Span ft 27.00 2.33 Timber Section TmbrStmd: 2x8 TmbrStmd: 2x8 Beam Width in 1.500 1.500 Beam Depth in 7.250 7.250 End Fixity Pin - Pin Pin - Free Le: Unbraced Length ft 0.00 0.00 Member Type Sawn Sawn [Loads - L , - T11:M d:c, M. Fs.ar_,,,,.'+a.. •1,,gat, s:snYk.R1,s:um,tr .. - s).,...Y tra=l:at 4 - 7.=,27xiS:1n2L'?'n:RV I=1 tbm �8�:�'' c.IIQr^t"4-214+ Live Load Used This Span ? Yes Yes Dead Load #/ft 11.60 11.60 Live Load #/ft Results :,..... „...C.. -.,Yi. (e.....17I: , !••p:�: M....,4:0*.tatVe...1 Y allt v M_"..^ 11. 'l/41,1, 2h_.:A'!!R].ny. s,14i IDYYa ! , 4'".Y,Gv'�TJ9.iDdi•1`,f,.... L1.1•11 Sfi"1.M!1dS^.fYlt] IMPS.SEAMAMV... Mmax @ Cntr in -k 12.5 0.0 @ X = ft 13.32 0.00 Max @ Left End in -k 0.0 -0.4 Max © Right End in -k -0.4 0.0 fb : Actual psi 950.9 28.8 Fb : Allowable psi 2,587.5 2,587.5 Bending OK Bending OK Shear © Left k 0.16 0.03 Shear @ Right k 0.16 0.00 fv : Actual psi 20.6 2.8 Fv : Allowable psi 327.8 327.8 Shear OK Shear OK Reactions & Deflection 1£...•8a'11ia2i + dN. 411 dT1.••:s',ypiirelcFri.e...., CRY:iGd'. M.V..Wat. 1L+GraiaRZ X.' ".•/•MIebEd.ST!bff3ir.tiaSZ.7.0 RZ39YJ'. 1^eT6V.Yilta. '�2r.L!�IRiRA:4ffi3R.+ ll 1 ' DL @ Left k 0.16 0.18 LL @ Left k 0.00 0.00 Total @ Left k 0.16 0.18 DL @ Right k 0.18 0.00 LL @ Right k 0.00 0.00 Total @ Right k 0.18 0.00 Max. Deflection in -1.906 0.517 @ X = ft 13.50 2.33 Query Values k i . - ^�.... .u".S'. *_..L.. - .^.!Y�'.. .:2A'. .. - .2: AYR .Fn...'CCISCSSY:' 293:fl...i r.£ul. _.. _R.KT •,.. 5•- 3bd-. t:.^ i.• IDHi?° ..F:S9L1: @i!?_ #a'TE9ZZSC".iXS u" 3 R [!.Sf %^W:aC'..6ffiRd2:w,.w.+3111Y u"'K aeS]6uZ..a'a.2,S9a. .: Location ft 0.00 0.00 Moment in -k 0.0 -0.4 Shear k 0.2 0.0 Deflection in 0.0000 0.0000 3.t is Column Load Tables Trus Joist • Residential Wall Specifier's Guide 2118 • .April 2005 ' Columns- Maximum Allowable Lateral (Wind) Load (PLF) /Vertical Load (Ibs) 71/4" Wall Thickness 91/4" Wall Thickness TimberStrand® LSL Parallam® PSL TimberStrand® LSL • Parallam® PSL Defl. Wall Max. 1,5E 1.3E 1.8E 2.0E 1.7E 2.0E " Ratio Ht. Defl. Dbl 2x8(') 3'h" x 7s /4" 3sh° x 7° 5s/+° x 7" 7" x 7" � lank) Ph" x 9s /r" Ph" x 9s/4" 594° x 9s/4" . 30' 1.00" I 21/9,080 28/11,955 41/17,815 30/11,875 35/13,715 53/20,575 I 28' 0.93" i 25/10,130 34/13,330 50119,890 37/13,135 43/14,085 65/21,125 26' 0.87" 21/7,580 32/11,370 43/14,950 63/22,330 46/14,085 54/14,085 82/21,125 24' 0.80" 21/6,830 21/6,535 27/8,560 40/12,840 54/16,855 80/25,220 59/14,085 69/14,085 104/21,125 22' 0.73" 28/5,690 28/7,385 35/9,725 53/14,590 70/19,125 103/28,165 76/14,085 90/14,085 135/21,125 LI360 20' 0.67" 37/5,770 37/8,385 47/10,660 70/15,985 94/21,315 138/28,165 101/14,085 119/14,085 179/21,125 1 18' 0.60" 50/5,805 51/9,060 64/10,660 96/15,985 128/21,315 188/28,165 138/14,085 162/14,085 244/21,125 I 16' 0.53° 72/5,785 73/9,460 91/10,660 136/15,985 182/21,315 267/28,165 195/14,085 230/14,085 282/21,125 1 14' 0.47" 107/5,705 108/9,670 135/10,660 202/15,985 270/21,315 289/14,085 12' 0.40" 168/5,550 170/9,620 212/10,660 10' 0.33" 286/5,290 289/9,210 8' 0.27" 30' 1.50" 21/5,450 31/8,170 42/10,715 61/16,055 45/10,435 53/11,970 80/17,955 28' 1.40" 20/4,830 20/4,585 25/6,040 38/9,060 51/11,860 75117,795 56/11,435 65/13,085 98/19,630 26' 1.30" 25/5,380 25/5,075 32/6,720 48/10,085 64/13,180 94/19,820 69/12,555 82/14,085 123/21,125 24' 1.20" 32/6,020 32/5,640 40/7,515 61/11,270 81/14,705 1120/22,165 88/13,485 104/14,085 156/21,125 1 22' 1.10" 42/5,050 42/6,275 53/8,435 79/12,650 106/16,460 155/24,885 114/13,930 135/14,085 202/21,125 U240 20' 1.00" 55/5,090 56/6,990 70/9,490 105/14,235 141/18,465 207/28,025 152/14,085 179/14,085 226/21,125 18' 0.90" 76/5,070 77/7,380 96/10,390 144/15,985 192/20,705 251/28,165 207/14,085 244/14,085 251/21,125 16' 0.80" 108/4,980 109/7,500 136/10,660 205/15,985 273/21,315 282/28,165 282/14,085 282/14,085 282/21,125 14' 0.70" 160/4,800 162/7,355 202/10,660 12' 0.60" 252/4,485 255/6,820 10' 0.50" 8' 0.40° 1 30' 2.00" 22/3,920 22/3,670 28/4,880 42/7,325 56/9,550 82/14,400 60/9,060 71/10,290 107/15,440 _. 28' 1.87" 27/4,310 27/4,005 34/5,365 51/8,045 68/10,470 101/15,825 74/9,800 87/11,085 131/16,630 • 26' 1.73" 34/4,755 34/4,375 43/5,905 64/8,860 86/11,505 126/17,440 93/10,580 109/11,910 164/17,865 24' 1.60° 43/5,250 43/4,780 54/6,515 81/9,710 109/12,645 160(19,245 118111,135 139/12,465 188/20,830 22' 1.47" 56/4,415 56/5,200 1 70/7,185 106/10,775 141/13,885 205/21,415 153/11,250 180/12,505 205/21,125 L /180 20' 1.33" 74/4,400 75/5,615 94/7,895 141/11,845 188/15,175 226/26,745 203/11,110 226/13,070 226/21,125 18' 1.20" 101/4,305 103/5,700 128/8,385 ; 192/12,905 251/16,805 251/28,165 251/11,985 251/14,085 251/21,125 16' 1.07" 144/4,115 146/5,465 182/8,330 273/13,760 282/21,315 282/28,165 282/14,085 282/14,085 282/21,125 7 14' 0.93" 214/3,780 216/4,835 270/7,830 12' 0.80" 10' 0.67° j 8' 0.53" (1) For 3 - ply and 4 - ply built - up columns, multiply table values by 1.5 and 2.0. See page 12 for connection requirements. Column Example Girder truss reaction: l� Total load 5,000 Ibs For the Design Example wall on page 5, design 20' columns for lateral wind pressure of 20.9 psf and vertical loading of 5,000 Ibs: rat _ ri'= ' =rfr='�rZ' ='='S'ir =' =r=r='='=' wiroworeme Note: Vertical load is the load applied to the top of the column, excluding the header reaction. The header reaction is assumed to transfer directly to the trimmers. ; Column - tributary . • Calculate the lateral load in plf: The calculated wind pressure in the area example is 20.9 psf, so 20.9 x 3.67' tributary width = 77 plf. • Select an appropriate column: Scan the L /180 section of the Column Load • " Tables to find a 20' column that meets or exceeds the 77 plf lateral load and the 5,000 lb vertical load. For this example, a 7" x 5 1.8E Parallam® PSL column (at 79/8,530), used in plank orientation, will work for 20' a 2x6 wall. Alternatively, a 31/2" x 7" 1.8E Parallam® PSL column (at 94/7,895) would work for a 2x8 wall. • Design the column to wall plate connections: Convert 77 plf into a reaction (uniform Toad x length /2): 77 (20'/2) = 770 lbs. Use the Lateral 6 rough Connections tables on page 13 to select a connection that meets or • opening exceeds 770 Ibs. For this example 770/450 = 1.71; so according to the Angle Clips connection table, two Simpson Strong-Tie A35 connectors would be • required -one on each side of the column, at both the top and bottom plates. • I 1 1 1 I L 3 Column tributary width 117 Trus Joist • Residential Wall Specifiers Guide 2118 • April 2005 Studs - Maximum Allowable Lateral (Wind) and Vertical Load 1.3E TimberStrand® 131. 1.5E TimberStrande LSL Wall Load and 1th•x3th" 1th "x51/2" 11/2"x71/4" Ht Deflection Lateral Load (p Lateral Load (plf) • Lateral Load (pff) 15 20 26( 30 15 20 I 26( 30 40 50 15 20 1 26( 30 40 50 1 8 , Vertical (Ibs) 1 2,725 2,570 2,385 2,165 4,485 4,485 4,485 4,485 4,485 4,485 5,915 5,915 5,915 5,915 5,915 5,915 Deft. Ratio L/677 11508 11390 L/338 112553 L/1915 L/1473 L/1276 11957 1/766 L/6517 L/4888 L/3760 113258 U2444 L /1955 9 , Vertical NO 2,165 2,000 1,810 1,680 4,485 4,485 4,485 4,485 4,485 4,485 5,915 5,915 5,915 5,915 5,915 5,915 Defl. Ratio L/477 11358 1/275 L/238 L/1811 L/1358 111045 1/905 11679 11543 L/4656 L/3492 112686 L/2328 L/1746 111396 10 Vertical (lbs) 1,725 1,555 1,355 1,225 4,485 4,485 4,485 4,485 4,485 4,485 5,9)5 5,9)5 5,915 5,915 5,915 5,915 Defl. Ratio U349 11261 L/201 L/174 111330 11997 1/767 L/665 L/498 11399 113436 L/2577 L/1982 L/1718 L/1288 111030 11' Vertical (Ibs) 1,375 1,205 1,000 865 4,485 4,485 4,485 4,485 4,185 3,740 5,915 5,915 5,915 5,915 5,915 5,915 Defl. Ratio I L/263 11197 L/151 11131 111004 11753 11579 11502 11376 1/301 U2606 111954 1/1503 L/1303 11977 11781 12' _ Vertical (lbs) 1,095 920 4,485 4,340 4,050 3,860 3,390 2,920 5,915 5,915 5,915 5,915 5,915 5,915 Defl. Ratio 11202 11152 11777 11582 L/448 11388 11291 11233 L/2021 111516 L/1166 U1010 11758 L/606 13' Vertical (Ibs) 870 3,955 3,700 3,400 3,200 2,710 2,215 5,915 5,915 5,915 5,915 5,915 5,915 Defl. Ratio 1/159 ' 1/613 11460 11353 11306 U230 U184 1/1598 L/1199 11922 U799 L/599 L/479 14, - Vertical (lbs) 685 3,415 3,150 2,840 2,635 2,130 1,615 5,915 5,915 5,915 5,915 5,915 5,915 Defl. Ratio 1 U128 11492 11369 L/284 11246 11184 11147 111285 L/964 11741 L/642 L/482 11385 15' Vertical (Ibs) 2,950 2,680 2,365 2,155 1,630 1,095 5,915 5,915 5,915 5,915 5,915 5,915 Defl. Ratio 11401 - L/300 11231 1 /200 11150 11120 111049 11786 11605 11524 11393 11314 16 Vertical (lbs) 2,550 2,275 1,950 1,740 1,200 5,915 5,915 5,915 5,915 5,820 5,240 Defl. Ratio 11331 11248 L/191 L/165 L/124 11867 L/650 11500 11433 11325 11260 17 Vertical (Ibs) 2,205 1,925 1,600 1,380 5,915 5,915 5,865 5,620 5,020 4,425 Deft Ratio 11276 11207 11159 L/138 1/724 11543 11418 11362 L/271 L/217 18' Vertical (1b1) 1,905 1,625 1,290 5,890 5,560 5,180 4,930 4,315 3,705 Defl. Ratio 11233 11174 L/134 11611 11458 11352 11305 11229 11183 19' Vertical (Ibs) 1,645 1,360 5,295 4,960 4,570 4,315 3,690 3,070 Dell. Ratio 11198 11148 L/521 11390 11300 11260 11195 11156 Vertical (Ibs) 1,415 1,130 20' Defl Ratio 4,765 4,425 4,030 3,775 3,140 2,505 11170 11127 11447 1/335 11258 U223 11167 L/134 Vertical (lbs) 1,215 4,295 3,950 3,550 3,290 2,650 ' 21' Defl. Ratio 11147 11386 11290 L/223 1/193 11145 Vertical (Ibs) 1,040 22' 3,875 3,525 3,125 2,865 2,210 Defl. Ratio 11128 1 11336 11252 11194 11168 11126 23 Vertical (lbs) 3,495 3,150 2,745 2,480 Deft Ratio 11295 11221 11170 11147 24' Vertical (Ibs) 3,160 2,810 2,405 2,135 Deft. Ratio 11260 11195 11150 L /130 25, Vertical (Ibs) 2,855 2,505 2,095 Defl. Ratio 11230 11172 11131 26' _ Vertical (lbs) 2,580 2,230 - Defl. Ratio 11204 1/153 Vertical (lbs) 27' 2,330 1,980' Defl. Ratio L /182 11137 ' 28' _ Vertical (Ibs) 2,105 1,755 Defl. Ratio L/164 U 123 - 29' Vertical (lbs) 1,905 Dell. Ratio 11147 30' - Vertical (lbs) i 1,720 Defl. Ratio L/133 (1) Load based on a wind pressure of 19.4 psf and studs spaced at 16' on- center. General Notes • Table is based on: - A load duration factor of 1.60. - Full -width blocking at a maximum vertical spacing of 8' on- center. - A buckling length coefficient of K = 0.85. For deflection, use K = 1.0. - Axial loads applied eccentrically, at a distance of t/e of the wall thickness dimension of the stud, measured from the stud centerline. - A compression perpendicular to grain stress of 435 psi, adjusted per NDS® 2001, 3.10.4. - A code - allowed repetitive- member increase of 4 %. 3.'4 • ... � __`... ---______- _ I -- - f rw... : W 1unu1 .. , i , , i ; i. st \ 1B 1 o AlA Scale: 1/8" = I 0 s FIRST FLOOR 6949 square feet 1C it 1 ' t . NOTE; � I- 11 ( DO NOT CONSTRUCT � 1 OPENINGS IN THE WALLS f BETWEEN SUITES WITHOUT il 6 • ADVICE OF THE ENGINEER • \ ' / • !0 -1 1 1 1 ..-s ,„• l i t , ! = • ! r -r I „�, 1/2! • - 4 I. II-. w easel. Yen 1 `' \ ii 1 E $ I IF L I �eL IV � 1 11 , 0 C I :, 4.,.,: I y s., tsf. I.: , ! . FREWING STREET PLE I m a n d F T � N 7 Welds 4 Welds '�� it 3 in. (89 mm) TOTAL SLAB DEPTH i z� ® Normal Weight Concrete = "' ` .,, 145 pcf (2,320 kg /m) ..13 ,_' t 30.6 psf (1,465 N /m2) � 5 .1 -- Galvanized or Phosphatized /Painted �. : . �.0,fi .,;'"" Deck Weight and Section Properties Weight (psf, N /m Properties per ft (m) of Width Allowable Reactions per ft (m) of Width (Ib, N) Gage GaIv Phos/ I +S -s End Bearing Interior Bearing = G60 Painted in. in. in. 2" 3" 4" 3" 4" :d Z180 mm mm mm 51 mm 76 mm 102 mm 76 mm 102 mm M 'Z 22 1.9 1.8 0.175 0.187 0.198 487 585 683 1250 1498 91.0 86.2 238,978 10,054 10,645 7,107 8,537 9,968 18,242 21,862 i ' 2.3 2.2 0.216 0.235 0.248 665 784 903 1790 2118 20 110.1 105.3 294,967 1Z634 13,333 9,705 11,442 13,178 26,123 30,910 i ; ;• Allowable Superimposed Loads (psf, kN /m a) c Span (ft-in., mm) co f 6' -0" 6' -6" 7' -0" 7' -6" 8' -0" 8' -6" 9' -0" 9' -6" 10' -0" 10' -6" 11' -0" 0 a 1,830 1,980 2,130 2,290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 1 232 199 173 151 132 117 104 92 82 74 66 11.1 9.5 8.3 7.2 6.3 5.6 5.0 4.4 3.9 3.5 3.2 22 2 261 228 202 151 132 117 104 92 82 74 66 12.5 10.9 9.7 7.2 6.3 5.6 5.0 4.4 3.9 3.5 3.2 3 261 228 202 151 132 117 104 92 82 74 66 1 .5 10.9 9.7 7.2 6.3 5.6 5.0 4.4 3.9 3.5 3.2 1 4111 240 183 160 141 124 110 98 88 79 71 11.5 8.8 7.7 6.8 5.9 5.3 4.7 4.2 3.8 3.4 20 2 275 240 212 189 170 124 110 98 88 79 71 13.2 11.5 10.2 9.0 8.1 5.9 5.3 4.7 4.2 3.8 3.4 3 275 240 212 189 170 124 110 98 88 79 71 13.2 11.5 10.2 9.0 8.1 5.9 5.3 4.7 4.2 3.8 3.4 Shoring required in shaded areas to right of heavy line Diaphragm Shear Values, q (plf, kN /m) and Flexibility Factors, F ((in. /Ib)x10 (mm /N)x10 0 Span (ft-in., mm) 6' -0" 6' -6" 7' -0" 7' -6" 8' -0" 8' -6" 9' -0" 9' -6" 10' -0" 10' -6" 11' -0" 1,830 1,980 2,130 2,290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 44 1825 1785 1755 1725 1700 1680 1660 1640 1625 1610 1600 26.63 26.05 25.61 25.17 24.81 24.52 24.23 23.93 23.72 23.50 23.35 F4 0.45 0.46 0.47 0.48 0.48 0.49 0.50 0.50 0.51 0.51 0.52 22 2.6 2.6 2.7 2.7 2.7 2.8 2.9 2.9 2.9 2.9 3.0 q7 2035 1980 1935 1895 1855 1825 1800 1775 1750 1730 1715 29.70 28.90 28.24 27.66 27.07 26.63 26.27 25.90 25.54 25.25 25.03 F7 0.40 0.42 0.43 0.44 0.44 0.45 0.46 0.46 0.47 0.48 0.48 2.3 2.4 2.5 2.5 2.5 2.6 2.6 2.6 2.7 2.7 2.7 q4 1890 1845 1805 1775 1745 1715 1695 1670 1655 1635 1620 27.58 26.93 26.34 25.90 25.47 25.03 24.74 24.37 24.15 23.86 23.64 F4 0.40 0.41 0.42 0.42 0.43 0.44 0.44 0.45 0.45 0.46 0.46 20 2.3 2.3 2.4 2.4 2.5 2.5 2.5 2.6 2.6 2.6 2.6 . q7 2145 2080 2020 1975 1930 1895 1860 1830 1805 1780 1760 31.30 30.36 29.48 28.82 28.17 27.66 27.14 26.71 26.34 25.98 25.69 F7 0.35 0.36 0.37 0.38 0.39 0.40 0.40 0.41 0.42 0.42 0.43 2.0 2.1 2.1 2.2 2.2 2.3 2.3 2.3 2.4 2.4 2.5 r 5 VERCO MANUFACTURING CO. Catalog VF2 42, Ti likiiff4teL Fl oor Joists - Office cyerhaeuscrBusinecs 14" TJI® 360 @ 16" o/c TJ -Beam® 6.25 Serial Number: 7003007848 User:2 3:41:27 PM Engine Verso Page 1 Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 0; I 2011" 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 SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live /Dead1U plift/Total 1 Glulam or solid 5.13" Hanger 699 / 489 / 0 / 1188 N/A N/A N/A H1: Top None sawn lumber beam Mount Hanger 2 Stud wall 5.50" 4.25" 695 / 487 / 0 / 1182 N/A N/A N/A A3: Rim 1 Ply 1 1/4" x 14" 0.8E TJ- Board Strand Rim Board® - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): H1: Top Mount Hanger,A3: Rim Board HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 H1: Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A Douglas Fir DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1140 1140 1955 Passed (58 %) Lt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1140 1140 1505 Passed (76 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 5732 5732 7335 Passed (78 %) MID Span 1 under Floor loading Live Load Defl (in) 0.370 0.503 Passed (1J652) MID Span 1 under Floor loading Total Load Defl (in) 0.630 1.006 Passed (L/383) MID Span 1 under Floor loading TJPro 53 40 Passed Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Deflection analysis is based on composite action with single layer of 1 1/8" Panels (48" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated Toad requirements for standard non - residential floors have been considered for reaction and shear. PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Copyright 0 2006 by Trus Joist, a Weyerhaeuser Business TJI© and TJ- Beam® are registered trademarks of Trus Joist. e -I Joist.', Pro'" and TJ -ProTM are trademarks of Trus Joist. C: \Documents and Settings \tagnew.TMRPDX.000 \Desktop \Project Calculations \Pacific Park Place \2nd Floor Joists.sms L� 2 I' / Floor Joists - Office Ti441/0/4t. 84sinecs 14" TJI® 360 @ 16" o/c TJ -Beam® 6.25 Serial Number: r: 700300 7003007848 Page Engine Version: 6.25.71 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 3 ngin Versio CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group • 20' 1.38" Max. Vertical Reaction Total (lbs) 1188 1182 Max. Vertical Reaction Live (lbs) 699 695 Selected Bearing Length (in) 2.00(W) 4.25(W) Max. Unbraced Length (in) 45 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 469 -465 Max Shear at Support (lbs) 469 -469 Member Reaction (lbs) 469 469 Support Reaction (lbs) 489 487 Moment (Ft -Lbs) 2360 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 1140 -1130 Max Shear at Support (lbs) 1140 -1140 Member Reaction (lbs) 1140 1140 Support Reaction (lbs) 1188 1182 Moment (Ft -Lbs) 5732 Live Deflection (in) 0.370 Total Deflection (in) 0.630 PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Copyright m 2006 by Trus Joist, a Weyerhaeuser Business TJI© and TJ- Beam^® are registered trademarks of Trus Joist. e -I JoistTM, Fro' and TJ -Pro' are trademarks of Trus Joist. C: \Documents and Settings \tagnew.TMRPDX.000 \Desktop \Project Calculations \Pacific Park Place \2nd Floor Joists.sms q9i �.ss7 ®,� Floor Joists - Storage Is'sra // € :700ae30078usinecs 14 TJI® 560 @ 12" o/c TJ -Beam 6.25 Serial Number: 7003007848 User.2 3:40:40 PM Engine Version: Page 1 Engine Versio n: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 20' 11" 4 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Storage - Light (psf): 125.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live/Dead/Uplift/Total 1 Glulam or solid 5.13" Hanger 1311 / 157 / 0 / 1468 N/A N/A N/A H1: Top None sawn lumber beam Mount Hanger 2 Stud wall 5.50" 4.25" 1304 / 156 / 0 / 1461 N/A N/A N/A A3: Rim 1 Ply 1 1/4" x 14" 0.8E TJ- Board Strand Rim Board® - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): H1: Top Mount Hanger,A3: Rim Board HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 H1: Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A Douglas Fir DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1408 1408 2390 Passed (59 %) Lt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1408 1408 1725 Passed (82 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 7080 7080 11275 Passed (63 %) MID Span 1 under Floor loading Live Load Defl (in) 0.513 0.503 Passed (L/471) MID Span 1 under Floor loading Total Load Defl (in) 0.574 1.006 Passed (L/420) MID Span 1 under Floor loading TJPro 60 40 Passed Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Deflection analysis is based on composite action with single layer of 1 1/8" Panels (48" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 6' 4" 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. PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Copyright G 2006 by Trus Joist, a Weyerhaeuser Business TJI0 and TJ- Beam® are registered trademarks of Trus Joist. e -I Joist",Pro' and TJ -Pro' are trademarks of Trus Joist. C: \Documents and Settings \tagnew.TMRPDX.000 \Desktop \Project Calculations \Pacific Park Place \2nd Floor Joists Storage.sms y -� li fe G Floor Joists - Storage WA Weyerhaeuser Business 14" TJ I® 560 @ 12" o/c TJ -Beam® 6.25 Serial Number: : 70 700300300 7848 User: 3 3:40:41 6.2525 .71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page e 3 Engine Engine Version: Version: 6 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 20' 1.38" ^ Max. Vertical Reaction Total (lbs) 1468 1461 Max. Vertical Reaction Live (lbs) 1311 1304 Selected Bearing Length (in) 2.29(W) 4.25(W) Max. Unbraced Length (in) 76 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 151 -150 Max Shear at Support (lbs) 151 -151 Member Reaction (lbs) 151 151 Support Reaction (lbs) 157 156 Moment (Ft -Lbs) 759 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 1408 -1396 Max Shear at Support (lbs) 1408 -1408 Member Reaction (lbs) 1408 1408 Support Reaction (lbs) 1468 1461 Moment (Ft -Lbs) 7080 Live Deflection (in) 0.513 Total Deflection (in) 0.574 PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Copyright © 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist., Pro. and TJ -ProTM are trademarks of Trus Joist. C: \Documents and Settings \tagnew.TMRPDX.000 \Desktop \Project Calculations \Pacific Park Place \2nd Floor Joists Storage.sms Si' Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:01 PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : Rev: 580000 User: KW-0602562, Ver 5.8.0, 1- Dec -2003 Page 1 (c) 1983 -2003 ENERCALC Engineering Software U�tl -Span Timber Beam Z pacific park plaza .ecw:Calculations 3 .:.,r_,tvr !- rlre,r• ^.msr +�: r'2cn_t°- ._.._.mss..- lter.e'^:in9^- s+.. , r.^_+evr , teec_:Ea.^_* err ttt. r.,^ r. s_^. asA¢srL^smza../e,S. =,5a4M2er:F9J 'e2flJtlterar zu?.2„mmstaterGcam erm, ...... ..,_ a., - Description 2nd Floor Beam with Storage - General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined r .:rn:a.srcr-z .,, ; W:lr.zrr.:.:, ..4.:..is:er...,, .:,... _ .:na:...:.:: :s.:em ;ra.,-N . s. m... rs:r.•asrne+. xa>.mmemmasueere^.sn ii Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi Load Duration Factor 1.000 Timber Member Information Y ,':Y,r rte..- .--,..4.r:.SM)tercz'%•.r..7a. ..e N: -"mav ... ST..,,K,Somr., .,,, It_•.. . T!?Y....5 _tr :1^Tt., /. . aal..z:_YI' :.'^ = T.,.:Y'1:� ." --.-" W�i:1G.^.i :-7T�::..u r a Description Span ft 17.75 17.75 Timber Section 5.125x25.5 5.125x25.5 Beam Width in 5.125 5.125 Beam Depth in 25.500 25.500 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type GluLam GluLam Loads g --t. . •. Y... ..S':•'v....'!^z"_._ `.:_!`^.._.w1 �..,it,r.t t °:3 .._._ r. t,c,'.r..... :: y^..- rr:.nrhtS ^_-^ ? G:. S ..- .:,:.t'e.•.'.`.T.^_ -. .- .- . ^S.�"'.......:__,n.. Live Load Used This Span ? Yes Yes Dead Load #/ft 240.00 536.00 Live Load #/ft 1,750.00 Dead Load #/ft 200.00 Live Load #/ft 1,750.00 Start ft End ft 17.750 13.000 Dead Load @ Left #/ft 96.00 Dead Load @ Right #/ft 96.00 Live Load @ Left #/ft 1,750.00 Live Load @ Right #/ft 1,125.00 Start ft 13.000 End ft 17.750 17.750 Results i 4 a e.n..e1,,,a. .a,,,,.se:c ,,A4;:an ..MIL.:sf it .._ s rZr:_, t,, e4.' !eli:4.Ax 71..s.t.lc+y:_.- 7.1,24 -1r ;e t, ¢-9,:r , 1. 2:alY'tlsr.t^2cvYmv,,eZ c..0,5, s...rrti ra`_¢?17173,4,ar,VI.W. VZSTrranIR Mmax @ Cntr in -k 610.3 592.7 @ X = ft 6.63 11.00 Max @ Left End in -k 0.0 - 1,073.5 Max @ Right End in -k - 1,073.5 0.0 fb : Actual psi 1,932.7 1,932.7 Fb : Allowable psi 2,263.5 2,263.5 Bending OK Bending OK Shear @ Left k 15.25 25.20 Shear @ Right k 25.33 13.90 fv : Actual psi 234.8 236.4 Fv : Allowable psi 240.0 240.0 Shear OK Shear OK 1 Reactions & Deflection ,,+vn.... T FNaF_'...bi+iS31 3.14, !%.e +_t136L.y t.. =- 4 ,:t••2..s , 1,7111 2 1 ,,,,-.::,,eoletr.1.'5.2..4.1,5 WM %" 44AF. t9',.11 [Y614120 fiTnul'!..+812A1• 3aGEK .T.Lar4A1,31il::We5¢ZYiEIS$i4 Y DL @ Left k 3.57 11.89 LL @ Left k 11.68 38.63 Total @ Left k 15.25 50.52 DL @ Right k 11.89 3.57 LL @ Right k 38.63 10.33 Total @ Right k 50.52 13.90 Max. Deflection in -0.178 -0.171 : @ X = ft 7.45 10.29 Query Values L::,,,,- Y. Sr! : .5._. .x.:nr.v. :nr.wl td: a. er.1_,.-.:'Sf..,,t11..,,,:ar".Y. tet..Zi,.:,..:z _'......rnaH -..w - : : :- ... -=: - . ..L «.1.7.S.^_. . -,.... a l' ......u..^i,20... r■ Location ft 0.00 0.00 Moment in -k 0.0 - 1,073.5 Shear k 15.2 25.2 Deflection in 0.0000 0.0000 q.7 Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:01 PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : Rev 580000 User. KW-0602562, Ver 5.8.0, 1-Dec-2003 Multi -Shan Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Software P pacific park plaza ecw Calculations 'r[aa •.ttto _-w fi ✓•;b - --Y.. ....!`',.....� r. �,f..;,w u'4.'+sZfT^: :.v2.}:.:e}. -.au _. t^_._.b.. T ^_fs h _: Vf! x!'::.Y.*'�tUf'_°'{L'.A![ !x'442" !%*= °R`P3L`l4Y'_?'.!T] ...v • Description 2nd Floor Beams General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined - ? Afikikeni PT. 9..O 1"1.sZ:h.”-,10 ..,T IMelg•KeM 9ZOCKYTill 111111'M.r.7i}'R' 2 MV...VICZ EtIr :2:[,£.:10ttraHk : ltY ,,,,M411 :. MICV TE rarIWG::��°••rw_,.s..._,.... -. �.� Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi Load Duration Factor 1.000 Timber Member Information ..5. ,. ,.}S'A.:_9..L-r ..:.-:_` .^. T.u..r: ✓.... =':i:4: tE,,..,.......,-..4A �s..-.,,,... 1G.: S. 1.-,.: Sr:.:.- ......'C.::'vdr......, -'.}}.'^.T.:...' ....,..o rYi: -. .... ..:::.:RdiAs"3ili .: -.. .. vim. ..e-. ,.. Description ' °' Span ft 17.75 17.75 Timber Section 5.125x21 5.125x21 Beam Width in 5.125 5.125 Beam Depth in 21.000 21.000 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft . 0.00 0.00 Member Type GluLam GluLam Loads , In c:, :; mr. -u.' vrvtas...".•Nn_ . ,' : ..^.;Arthur J.^„x a,.., •ta_ z--7+.nrt..z1 =,,,mtetrL .: 19 ...-' ,, t tt s Tn.+ 1tb LSe�RZtY .+:ta e.ametaCrosetnset-.: a - . ....w....... Live Load Used This Span ? Yes Yes w. J Dead Load #/ft 300.00 300.00 Live Load #/ft 1,000.00 1,000.00 Dead Load # /ft 400.00 400.00 Live Load #/ft Start ft End ft 17.750 17.750 Dead Load @ Left #/ft 105.00 105.00 Dead Load @ Right #/ft 105.00 105.00 Live Load @ Left #/ft Live Load © Right #/ft Start ft End ft 17.750 17.750 Results 11 ,,illl,...,_+GV.7. x, ¢..as :7s.? .1,..9 ii,IM.1.1 1115!. .} saelau. J. ,,,.9'..,,,tiws- a`{r- h'SV,usi, g.alt:U''r3TSiLnzq?3eiilree riG +aei; 'A'. +aw..,., rmr » .5gTaay!%K..p U'a,.tr - a t Mmax @ Cntr in -k 479.8 479.8 @ X = ft 6.63 11.12 Max @ Left End in -k 0.0 -853.0 Max @ Right End in -k -853.0 0.0 fb : Actual psi 2,264.6 2,264.6 Fb : Allowable psi 2,307.9 2,307.9 Bending OK Bending OK Shear @ Left k 12.01 20.02 Shear © Right k 20.02 12.01 fv : Actual psi 234.4 237.4 Fv : Allowable psi 240.0 240.0 Shear OK Shear OK Reactions & Deflection - -S3 - .- ,.„,x.,.., :2Xi::.lR'2,.,..t; APP,? ;eke..., -.- ,...1d!T..+3 °E 4.tiui9::.-..-Y':hs : ft Tii.,[-...i to42.,. eEt'+ e'-,1i iS�.- ._°.2;idlf/L.Zi.w. QS .,.. DL @ Left k 5.36 17.86 LL @ Left k 6.66 22.19 Total @ Left k 12.01 40.05 DL © Right k 17.86 5.36 LL © Right k 22.19 6.66 Total @ Right k 40.05 12.01 Max. Deflection in -0.249 -0.249 @ X = ft 7.45 10.29 Query Values �rranac:r.a- ' ,.e } m�..,_,,,„rr.. x__: tr.,.r:- :.s} . , .: a r .t�::.- ,x.A^... -.,e ::*_'a ._....c..r...1: _ :.....,.rt_ .:.o-.�r-_ -n...L nre.rz.:w._.x�v_rr rzma.: 2.- k2==....: _ ^r- vscu t Location ft 0.00 0.00 Moment in -k 0.0 -853.0 Shear k 12.0 20.0 Deflection in 0.0000 0.0000 LI b Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:02PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : Rev. 580000 User: KW-0602562, Ver5.8.0, 1•Dec -2003 Steel Beam Design Page 1 i L (c)1983 -2003 ENERCALC Engineering Software pacific park plaza ecw:Calculations Ifttu pour Atv ese.. 4 . 1.- MtRA. .rtttleue:Y_MA'.TanliftYSNAlsta? ..55wa.fmasirYUYir@Y_.+N' .....AV, , ,r , fY2f:ZA'SVi!Pd K.:'11Lk1C.l.�l2:.. te=L.'.. Description deck perimeter member r_ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ' "I 23,.. V.r.:S.tMEY ...7 - tdffiSM7.7,'.r 4.- S, 7 R:.1,..., K.V.- 114 :.C -:C. : Au.AJ1)..V..UC mr.r , ..ru...air L,e..siawr- . ...k.,cr ...... __.+m...........a..,_ ....w... .+ ..:. _. ...n.... Steel Section : HSS10X3X1 /4 Fy 46.00ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 20.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft [Distributed Loads Note! Short Term Loads Are WIND Loads. 1.-”tr :VtI.- 'bSC,r1,1 SSTU"L.. ::.:C ^.: 2:t:...:...^.===..::: :i=. _:s:: =:_:'� . 3 t^` 3:3.:.':¢T. ..:S�..'L.." .^f.....'.^.. - ... : ^.i4: ffiFiS "..'S�".Q 1=11T.._., ..,..' 2.CS3 r, 6 #1 # 2 #3 #4 #5 #6 #7 DL 0.096 k/ft LL 0.300 k/ft ST Start Location ft End Location ft ft Summary 1 Beam OK 3 `''" Y ` " Static Load Case Governs Stress Using: HSS10X3X1 /4 section, Span = 20.00ft, Fy = 46.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 20.768 k -ft 32.131 k -ft Max. Deflection -0.811 in fb : Bending Stress 19.623 ksi 30.360 ksi Length /DL Defl 1,065.9: 1 fb / Fb 0.646: 1 Length /(DL +LL Defl) 296.0: 1 Shear 4.154 k 42.872 k fv : Shear Stress 0.891 ksi 18.400 ksi fv / Fv 0.048: 1 1 . Force & Stress Summary .au aea-. a ,...., _r,„„,n--.r,.w..--: II.s---arr r...c.,„_ v. „: ::s.. _..-- .-a..s-'•: s> AMtx y * ..-,,.„ -„,-.. .. . ., ems,. « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum , Only Ca? Center (a). Center O. Cants t6 Cants Max. M + 20.77 k -ft 5.77 20.77 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 4.15 k 1.15 4.15 k Shear @ Right 4.15 k 1.15 4.15 k Center Defl. -0.811 in -0.225 -0.811 -0.811 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 4.15 1.15 4.15 4.15 k Reaction @ Rt 4.15 1.15 4.15 4.15 k Fa calc'd per Eq. E2 -1, K *L/r < Cc Section Properties HSS10X3X1 /4 1 Depth 10.000 in Weight 19.36 #/ft Web Thick 0.233 in Ixx 63.600 in4 i Width 3.000 in Iyy 9.280 in4 Flange Thick 0.233 in Sxx 12.700 in3 Area 5.70 in2 Syy 6.190 in3 Rt 1.500 in R -xx 3.340 in Values for LRFD Design.... R 1.280 in J 27.600 in4 Zx 16.700 in3 Cw 12.50 in6 Zy 6.990 in3 9.? Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:02PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : Rev: 580000 User: KW-0602562. Ver 5.8.0, 1- Dec -2003 Multi -Span Timber Beam Page 1 (c)1983 -2003 ENERCALC Engineering Software pacific park plaza ecw Calculations sre* v::.. tt! L`) ar^ rr_ r. n'. il: lmt :...J!^: ±SS:sKersr..a9rL`Y:sx �xs �9aY14X31T. YL.'!!!.' S�+ s! t< mJtrr: .^�'YL'a:e!C�".s4�:a�rec:�as: .•.. .,y y'SS]:CTy� ,, .. , .- , . wo , ....r ...............,.._..... ..,..,Z <..,M.1•_...r •..,. ..... ..� Description KING STUDS - General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined rxcuarne, ra:agsg x.ew.. :zraraar.-.raxa a rdsaxarxrr-..4.wssxraseum:: a -xsrr.....m s cx. xsvra.:: s7scc;-,v'.=: �-..,==., �.:^ ., _._..,,, Douglas Fir - Larch, No.2 Fb : Basic Allow 900.0 psi Elastic Modulus 1,600.0 ksi All Spans Considered as Individual Beams Fv : Basic Allow 180.0 psi Load Duration Factor 1.600 Note: Repetitive Member Stress Increase of 1.15 being used for all members under 4" wide Timber Member Information .1.srsra.rn.,:r.s .....4Y:FN.i,..-enTme `u R.Vral.... 761,,, r-.. bVIMM4, 4iC::'.i :7.21AY:Z,LT.TVICCi-YiG.:'.,Ite ...1. : T.TM TA2}1T.liiG +iL� •- - - .:. -- w.r.».y a. »n^n.- .re -c •. L. Description Span ft 12.00 Timber Section 2 -2x6 Beam Width in 3.000 Beam Depth in 5.500 End Fixity Pin - Pin Le: Unbraced Length ft 0.00 Member Type Sawn [Loads y} r; 4v7, 4MN UA NIt° e{: R6 4 S: 10.1 ar 1aR: A..' R. NW _L!SC}9?iP%W4idr:!'�Y.RCU.Y.T'. . ,, , ,i...: . ..,,, , , , :w iW' . . ,, 1.:... ^'a. 1"' :r'."t'�.rt!! -^rte'. , f, - 1== == .:6T....- -. '- x - ...._ Live Load Used This Span ? Yes Dead Load #/ft Live Load #/ft 95.00 ■ Results . ea1..•r..n. +a,.: '.1, mr.....i.. R2,4r4 _r.,a<ce, ••. -••+; 2 r-rx,,s,,, .,- ^r_;.., - ._r, -.. -4rr.cx: scream :sxgere:.,;....0 - ar•.aarNAnn • -'-' -" -- mwomLSm.4sxanasl Mmax @ Cntr in -k 20.5 @ X = ft 6.00 Max © Left End in -k 0.0 Max © Right End in -k 0.0 fb : Actual psi 1,356.7 Fb : Allowable psi 2,152.8 Bending OK Shear @ Left k 0.57 Shear @ Right k 0.57 fv : Actual psi 48.4 Fv : Allowable psi 288.0 Shear OK Reactions & Deflection 0 DL © Left k 0.00 LL @ Left k 0.57 • Total @ Left k 0.57 DL @ Right k 0.00 LL @ Right k 0.57 Total @ Right k 0.57 Max. Deflection in -0.666 @ X = ft 6.00 Query Values .m-• .. s:anr^..... ...:rs: ..v.%rr:r•sx,......::._. .-,:r,_.r.,...:,. -...a.rr.-a,, .. m::...s��asa-' -n= rats a; ra_ - car. =m:temsrrfrscrl .t::,i^ • vs:rras+z,.=1: sr.T: .1.:aiz::;a.....^...:ar -.ar s...is:.: k Location ft 0.00 Moment in -k 0.0 Shear k 0.6 Deflection in 0.0000 • y_tO l! AkU L0..rre . SE-c.z 7O r^ 1-1E1047 p 8•( 4) 0.55 9. CA-7 ' 1-)t-417 PeF(. C1 i4fr C "Y' 3 !.'b 30 1{ //n r " (. c=') 5) _ 0.08 303 0.9°Ca`c..) C2 44) a te- 0 0936 /4-6 72 " s 0.12 " - 17o c �C � S 3� �z 0.1 Z (26c01 3.02 , A' 1 7e t%"447-124:u 1 4)0 - I X'iy L = _ 9b_ .7 o. 1 C, o.wt. 74t,.62 - 7 - I i ? qua 6 s 02.0) -- GAL S-- /3.g7/AY 10 - ►Z /yY 6.50 5( 1W C1a2 /3 ,YL M, 3W-1 (LSuu° L goo{ -,c / ribr PEY U l� /`�� � (' 7& L. BY DATE lEAK CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET N• ( OF Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:02PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : Rev. 580000 User. KW- 0602562, Ver 5.8.0, 1•Dec -2003 Timber Beam & Joist Page 1 a (c)1983.2003 ENERCALC Engineering Software pacific park plaza ecw.Calculations • Description TYPICAL HEADER • Timber Member Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. } L '3TIt+�•v52A:ili?N^.L`.M'C'�.r� y"'. y� ...tY.JP.2, fHCiL. tT.' 8'[F dL: �RR'E-' Y.' b2ri�r3Rii` YA3QlSl�! 1': y1S.. 41c+s+'+•�•� «. .. .. _ ., :....._.- .....__..,,. _., -...s gi ?.+ i�ii7�.. Timber Section 6x8 6x8 Beam Width in 5.500 5.500 Beam Depth in 7.500 7.500 Le: Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fir - Larch, Douglas Fir - Larch, Fb - Basic Allow psi 900.0 900.0 Fv - Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No L Center Span Data ._Cri:• rnr. :I., E.. f.,,..v _..._at__123._.tt ,1..'....w.9:.}•- _*:•4...., .L_-Y-3X.f TrY.:n3: .: L.'..ra !i s,,.-:*�..i�.4t.- Ri_^.. ,,.5�......Lx.r.:34^�Si FA: i .'.:?ZEPIIC!ARi:°- ^aw- r.4ir:vra * ^'LSr: 3_v-,.: :.. 5 Span ft 5.50 6.50 Dead Load #/ft 150.00 120.00 Live Load #/ft 700.00 250.00 Dead Load #/ft 60.00 Live Load #/ft Start ft End ft Results Ratio = 0.8898 0.5053 i MC., ,.,,.. Y;.._,.. -. .,,,.< r....M.M.M .,..J.... -Y,,,. t. m .,+M .rr,.J,m;.=:..-..r, ,:r,x, 7.:,: - : .«. :MP. :... ,ter .: gym: . ,,,,x.m '� ,,, •,,,, F • Mmax @ Center in -k 41.29 23.45 @ X = ft 2.75 3.25 fb : Actual psi 800.8 454.8 Fb : Allowable psi 900.0 900.0 Bending OK Bending OK fv : Actual psi 70.6 35.3 Fv : Allowable psi 180.0 180.0 Shear OK Shear OK Reactions ' g ervs, r.-✓:.a._.- . ,o+- •.4 sr_•ar:w.z .r +�ca+ay.. _+z.t- a• -w., ,..a :, 7 ..ice: , wz_r .,.. • .< ;,..tr>fic . e! r: �n€. sM a31�. aI.V.M7MVIMZs! z:sESaM,�o:maI:aMawamurszxmM, r @ Left End DL Ibs 577.50 390.00 LL Ibs 1,925.00 812.50 Max. DL +LL lbs 2,502.50 1,202.50 @ Right End DL Ibs 577.50 390.00 LL Ibs 1,925.00 812.50 Max. DL +LL lbs 2,502.50 1,202.50 Deflections Ratio OK Deflection OK r. ;7;m77,..1.71 ,7.17,,mm:675.7 Mr na:'ns rx: secrsazvsar•. csar :::sxsr.._,:ee;r^.:txms,�..s c,sr «-. rs.:ca::z n...s.Kx,.am a:ra:u.M,..ris:.+r:7rx sr .:sna W. w.:.atn: :'a ssf , •:.s ..:,..w,.rzaac• a.'mzr Center DL Defl in -0.014 -0.016 UDefl Ratio 4,722.7 5,007.0 Center LL Defl in -0.047 -0.032 UDefl Ratio 1,416.8 2,403.3 Center Total Defl in -0.061 -0.048 Location ft 2.750 3.250 UDefl Ratio 1,089.8 1,623.9 y, 1 Z t-C>'(, DIPFL710 r3 Jr i 1 7 ' hd =o J I'7 rl VZSt1O ' —IT = 3.4,2' H?Q [ - 0 wr2 Roo l= r = COT 3.`2 = Z./15 -0 - lam, = l7 PcF 1'7 ► 5o.) PS F 11' w= `I LI,l ' - y (2. o' "I l o,g' S1 -{ o2? - 77ld flat = O.W 3 3c7 `r LSt� -t c" = ),95' Lo ✓a2 _ Rocs F►ok 1 _ 1. y( = 1S, = (lac PCF .4) ► tr r'CF (Pit) Z 2 SP6F 2 PS 6:-/ ) 4:3`1 ys 1= ys, hot= O . �(3 KS (` -1 = Z. 7 z- i O7T i.67 I'7. t C(1. r:'7) - j P.F 7 y (.-) • 11\AK RIPPEY {7121F"1' CAtGv1.A E'loNK BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 IOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET - ' OF Roof Joists - Long Span AV(kr8necs 14" TJI® 360 @ 24" o/c TJ -Beam® 6.25 Serial Number: : 700 700300007846 48 Page User: Engin e Version: PM : 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engin Version CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0/72 Roof Slope0M2 a 24* 6" All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead SUPPORTS: • Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live/Dead/Uplift/Total 1 Glulam or solid sawn lumber 5.13" Hanger 614 / 368 / 0 / 982 N/A N/A N/A H6: Top Mount None beam Hanger 2 Stud wall 5.50" 5.50" 611 / 367 / 0 / 978 N/A N/A N/A R1: Blocking 1 Ply 14" TWO 360 - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): H6: Top Mount Hanger,R1: Blocking HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 H6: Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A Douglas Fir DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 948 948 2248 Passed (42 %) Lt. end Span 1 under Snow loading Vertical Reaction (Ibs) 948 948 1731 Passed (55 %) Bearing 2 under Snow loading Moment (Ft -Lbs) 5616 5616 8435 Passed (67 %) MID Span 1 under Snow loading Live Load Defl (in) 0.633 0.790 Passed (L/449) MID Span 1 under Snow loading Total Load Defl (in) 1.013 1.185 Passed (1J281) MID Span 1 under Snow loading - Deflection Criteria: STANDARD(LL:U360,TL:L/240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 10" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. 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 Distribution product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Copyright 0 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ- Beam® are registered trademarks of Trus Joist. e -I Joist °,Pro" and TJ -ProTM are trademarks of Trus Joist. C: \Documents and Settings \tagnew.TMRPDX.000 \Desktop \Project Calculations \Pacific Park Place \Roof Joists long span.sms 5 .2 Roof Joists - Long Span A Vreuser Business 14" TJ I® 360 @ 2.4" o/c TJ -Beam® 6.25 Serial Number: : 700 7003007848 User: 2 tVion 6.2525 .77 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page e 2 Eno gine ne Version: 6 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 23' 8.38" Max. Vertical Reaction Total (lbs) 982 978 Max. Vertical Reaction Live (lbs) 614 611 - Selected Bearing Length (in) 1.75(W) 5.50(W) Max. Unbraced Length (in) 46 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 355 -353 Max Shear at Support (lbs) 355 -355 Member Reaction (lbs) 355 355 Support Reaction (lbs) 368 367 Moment (Ft -Lbs) 2106 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) 948 -941 Max Shear at Support (lbs) 948 -948 Member Reaction (lbs) 948 948 Support Reaction (lbs) 982 978 Moment (Ft -Lbs) 5616 Live Deflection (in) 0.633 Total Deflection (in) 1.013 PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Copyright © 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ- Beam® are registered trademarks of Trus Joist. e -I Jcist ^,ProTM and TJ -ProTM are trademarks of Trus Joist. C: \Documents and Settings \tagnew.TMRPDX.000 \Desktop \Project Calculations \Pacific Park Place \Roof Joists long span.sms ' 3 Ti res Roof Joist - Parr. to wall with drift A Weyerhaeuser BUSIOC6 TJ -Beam® 6.25 Serial Number. 7003007848 14 11 TJI® 360 @ 24 1 o/c User: 2 1/28/2007 3:43:00 PM Page 1 Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0/12 Roof SlopeO/12 ©: :© 2011" 4 All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 46.0 Live at 115 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live/Dead/Uplift/Total 1 Glulam or solid sawn lumber 5.13" Hanger 962 / 314 / 0 / 1276 N/A N/A N/A H6: Top Mount None beam Hanger 2 Glulam or solid sawn lumber 5.13" Hanger 962 / 314 / 0 / 1276 N/A N/A N/A H6: Top Mount None beam Hanger -See TJ SPECIFIERS / BUILDERS GUIDE for detail(s): H6: Top Mount Hanger HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 H6: Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A Douglas Fir 2 H6: Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A Douglas Fir DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1224 -1224 2248 Passed (54 %) Rt. end Span 1 under Snow loading Vertical Reaction (Ibs) 1224 1224 1731 Passed (71 %) Bearing 2 under Snow loading Moment (Ft -Lbs) 6138 6138 8435 Passed (73 %) MID Span 1 under Snow loading Live Load Defl (in) 0.619 0.669 Passed (L/389) MID Span 1 under Snow loading Total Load Defl (in) 0.820 1.003 Passed (U294) MID Span 1 under Snow loading - Deflection Criteria: STANDARD(LL:L/360,TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. 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 Distribution product listed above. • PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Copyright © 2006 by Trus Joist, a Weyerhaeuser Business TJI© and TJ -Beam@ are registered trademarks of Trus Joist. e -I JoistTM, ProTM and TJ -Pro.' are trademarks of Trus Joist. C: \Documents and Settings \tagnew.TMRPDX.000 \Desktop \Project Calculations \Pacific Park Place \Roof Joists parrallel to wall.sms (/ T T P„ee Roof Joist - Parr. to wall with drift A Weyerhaeuser Business 14" TJI® 360 @ 24" o/c TJ- Bearne 6.25 Serial Number: 7003007848 User: 2 Page Engine 5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 20' 0.75" Max. Vertical Reaction Total (lbs) 1276 1276 Max. Vertical Reaction Live (lbs) 962 962 - Selected Bearing Length (in) 1.75(W) 1.75(W) Max. Unbraced Length (in) 44 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 301 -301 Max Shear at Support (lbs) 301 -301 Member Reaction (lbs) 301 301 Support Reaction (lbs) 314 314 Moment (Ft -Lbs) 1509 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) 1224 -1224 Max Shear at Support (lbs) 1224 -1224 Member Reaction (lbs) 1224 1224 Support Reaction (lbs) 1276 1276 Moment (Ft -Lbs) 6138 Live Deflection (in) 0.619 Total Deflection (in) 0.820 PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Copyright 0 2006 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. C: \Documents and Settings \tagnew.TMRPDX.000 \Desktop \Project Calculations \Pacific Park Place \Roof Joists parrallel to wall.sms .5".0 A wjast Roof Joists - End wall with drift Viyerhaeuser Business 14" TJI® 360 @ 24" o/c TJ- Beam 6.25 Serial Number: 7003007848 User: 2 1/28/2007 3:43:38 PM Page 1 Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0/12 Roof Slope0M2 • J 0; ;© 2011" d All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Tapered(psf) Snow(1.15) 0.0 To 47.0 0.0 To 0.0 9' 11 1/16" To 20' 11" Adds To SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live/Dead/Uplift/Total 1 Glulam or solid sawn lumber 5.13" Hanger 607 / 314 / 0 / 920 N/A N/A N/A H6: Top Mount None beam Hanger 2 Glulam or solid sawn lumber 5.13" Hanger 956 / 314 / 0 / 1270 N/A N/A N/A 116: Top Mount None beam Hanger -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): H6: Top Mount Hanger HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 H6: Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A Douglas Fir 2 H6: Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A Douglas Fir DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) -1196 -1196 2248 Passed (53 %) Rt. end Span 1 under Snow loading Vertical Reaction (Ibs) 1196 1196 1731 Passed (69 %) Bearing 2 under Snow loading Moment (Ft -Lbs) 4905 4905 8435 Passed (58 %) MID Span 1 under Snow loading Live Load Defl (in) 0.456 0.669 Passed (L/528) MID Span 1 under Snow loading Total Load Defl (in) 0.657 1.003 Passed (L/366) MID Span 1 under Snow loading - Deflection Criteria: STANDARD(LL:U360,TL:L/240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 1" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Copyright ® 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ- Beam@ are registered trademarks of Trus Joist. e -I JoistTM, Pro" and TJ -ProTM are trademarks of Trus Joist. C: \Documents and Settings \tagnew.TMRPDX.000 \Desktop \Project Calculations \Pacific Park Place \Roof Joists End Wall.sms 5'� Ti eNgeeit Roof Joists - End wall with drift A\er7a 8sinea 14" TJI® 360 @ 24" o/c TJ -Beam® 6.25 Serial Number: : 7000300300 78448 User: 2 1/28/2007 3:43:38 PM Page3 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 20' 0.75" Max. Vertical Reaction Total (lbs) 920 1270 Max. Vertical Reaction Live (lbs) 607 956 _Selected Bearing Length (in) 1.75(W) 1.75(W) Max. Unbraced Length (in) 49 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 301 -301 Max Shear at Support (lbs) 301 -301 Shear Within Span (lbs) 16 Member Reaction (lbs) 301 301 Support Reaction (lbs) 314 314 Moment (Ft -Lbs) 1509 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) 886 -1196 Max Shear at Support (lbs) 886 -1196 Shear Within Span (lbs) 127 Member Reaction (lbs) 886 1196 Support Reaction (lbs) 920 1270 Moment (Ft -Lbs) 4905 Live Deflection (in) 0.456 Total Deflection (in) 0.657 PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Copyright 6 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I JoistTM, Pro' and TJ-ProTM are trademarks of Trus Joist. C: \Documents and Settings \tagnew.TMRPDX.000 \Desktop \Project Calculations \Pacific Park Place \Roof Joists End Wall.sms 5. r7 47-4-iggeht. Roof Joist - Long span with drift WA rhaeuser Bus TJ -Beam 6.25 Serial Nu er 7003007848 �� ® b 14" TJI® 360 @ 16" o/c User: 2 1/28/2007 3:44:33 PM Page Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 012 Roof Slope0M2 ' [11 24' 6" All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 46.0 Live at 115 % duration, 15.0 Dead • SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live/Dead/Uplift/Total 1 Glulam or solid sawn lumber 5.13" Hanger 753 / 246 / 0 / 998 N/A N/A N/A H6: Top Mount None beam Hanger 2 Stud wall 5.50" 5.50" 750 / 244 / 0 / 994 N/A N/A N/A R1: Blocking 1 Ply 14" TJI® 360 - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): H6: Top Mount Hanger,R1: Blocking HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 H6: Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A Douglas Fir DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 964 964 2248 Passed (43 %) Lt. end Span 1 under Snow loading Vertical Reaction (Ibs) 964 964 1731 Passed (56 %) Bearing 2 under Snow loading Moment (Ft -Lbs) 5710 5710 8435 Passed (68 %) MID Span 1 under Snow loading Live Load Defl (in) 0.777 0.790 Passed (U366) MID Span 1 under Snow loading Total Load Defl (in) 1.030 1.185 Passed (L/276) MID Span 1 under Snow loading - Deflection Criteria: STANDARD(LL:U360,TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. 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 Distribution product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Copyright C 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ- Beam® are registered trademarks of Trus Joist. e -I Joist", Pro. and TJ -ProTM are trademarks of Trus Joist. C: \Documents and Settings \tagnew.TMRPDX.000 \Desktop \Project Calculations \Pacific Park Place \Roof Joists long span with drift.sms 513 C. �� 700300 g Roof Joist - Long span with drift m AV(ryr8sinecc 14" TJI® 360 @ 16" o/c TJ -Bea 6.25 Serial Number 7003007848 User: 2 1/28/2007 3:44:36 PM Page 2 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 23' 8.38" Max. Vertical Reaction Total (lbs) 998 994 Max. Vertical Reaction Live (lbs) 753 750 Selected Bearing Length (in) 1.75(W) 5.50(W) Max. Unbraced Length (in) 45 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 237 -235 Max Shear at Support (lbs) 237 -237 Member Reaction (lbs) 237 237 Support Reaction (lbs) 246 244 Moment (Ft -Lbs) 1404 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) 964 -957 Max Shear at Support (lbs) 964 -964 Member Reaction (lbs) 964 964 Support Reaction (lbs) 998 994 Moment (Ft -Lbs) 5710 Live Deflection (in) 0.777 Total Deflection (in) 1.030 PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Copyright © 2006 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. C: \Documents and Settings \tagnew.TMRPDX.000 \Desktop \Project Calculations \Pacific Park Place \Roof Joists long span with drift.sms 5. Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:01PM, 28 JAN 07 Description Ik 'fprjl 4h : 1. c ' �- 1 ^t, 'il a 0 1 II1 7 11 '•�I � 7 u � r ant c j C l l frx li ;" .I 1 {� , 11i 1 : ?t I 1 h11 1 { 1 �. r : " -' ° ,d.49 Scope : • i if l 1 1. h { 1 d i 1 - 'i i 1 7� 1 f 1 fr ' - j VIII 1 tali I C + +, 4 1 . . 1 } r 'll A I F i 1 - 1 t, nl 11 X 61 � 1 �i 1 d � 1 � p ' i r 7 . I i ; i r I L 1 IIL Ii. I I l •l P Ip{ i y I " : 11 4 ' d1 t r '1 l i 1 � , I C I l 1 1 t Idl �W{ Y i . ; rl i P1 ��J 1 t I r 1 r , 4 ` I A 1 i 1i - 1 p 1 5 4d !1 1 �' • 3ix1 r 1 1 I 1 1 1 F P� i , . i C l , Im I r 1 1' + r i P. I :f 4 A �, l +r `I: .. ,.! fl V, u� nn 11,'114 .Y11 A�,Ya .U�r w 911 k .7 i „ T l v a�g I� �J: tiiu n ° 1.: I i �} I I �., I t l Ia C 1'1 � . _.. m,P M1 ti lt _ �_�. .L. ,6.0 ▪ Descr R.1 • General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined q Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi Load Duration Factor 1.000 Timber Member Information Description Span ft 17.75 17.75 Timber Section 5.125x16.5 5.125x16.5 Beam Width in 5.125 5.125 Beam Depth in 16.500 16.500 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type GluLam GluLam [Loads Live Load Used This Span ? Yes Yes Dead Load #/ft 308.00 308.00 Live Load #/ft 566.00 566.00 Dead Load #/ft Live Load #/ft 256.00 256.00 Start ft 11.750 End ft 6.000 17.750 Point #1 Dead Load Ibs 500.00 Live Load Ibs @ X ft 17.740 Results Mmax @ Cntr in -k 258.1 258.1 @ X = ft 6.27 11.48 Max @ Left End in -k 0.0 -439.1 Max @ Right End in -k -439.1 0.0 fb : Actual psi 1,888.4 1,888.4 Fb : Allowable psi 2,364.2 2,364.2 Bending OK Bending OK Shear @ Left k 6.97 10.08 Shear @ Right k 10.58 6.97 fv : Actual psi 156.7 158.6 Fv : Allowable psi 240.0 240.0 Shear OK Shear OK Reactions & Deflection DL @ Left k 2.05 7.33 LL @ Left k 4.92 13.32 Total @ Left k 6.97 20.66 DL @ Right k 7.33 2.05 LL @ Right k 13.32 4.92 Total @ Right k 20.66 6.97 Max. Deflection in -0.273 -0.273 @ X = ft 7.34 10.41 Query Values i Location ft 0.00 0.00 Moment in -k 0.0 -439.1 Shear k 7.0 10.1 Deflection in 0.0000 0.0000 5.1, Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:01 PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : Rev: 580000 User. KW- 0602562, Ver5.8.0, 1- Dec -2003 Multi -Span Timber Beam Page 1 (c)1983 -2003 ENERCALC Engineering Software pacific park plaza .ecw:Calculations .rw.ova.ai.wi„i s..m -i :w_..ne�iu.r..w w,.."rwi,,Ls mw:L:s.,..,. m.,w, -i teL •w.t.wr..c.,.iw,,,r.,rom,.,...- ,,,,• ..., ,,,.- -. ., . .:.,.:.,. ,.,,ems, Description R.3 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user definec f.' .,,,,. f.'.kR.....'3i4:M" +'::.4':f. ....- R.'S- ..:,xY ,-..w. r.YS.•y.••-'• -r.,..,...Q. ^l.Y.. is.. ,..-.. CYlY- ...ZRfd*:.T}i] - CTL.- .,*'.- �. [.. .■,,,,,- .. ..v_41 Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi Load Duration Factor 1.000 [Timber Member Information .-- -. ,...u.^ -' s^ + c:;•-.. u. r. s.': c: wrca-::,...,-.... ...;-a:- :�....,..-- ..,ss...z._. r.:a:::as:_:2:s,- .....+mac .. ^_ .„.. -.rc ::^mx +.. -zs ac. ..suss .... -.,. a:^-.,•• - axes Description Span ft 16.50 31.50 Timber Section 5.125x24 5.125x24 Beam Width in 5.125 5.125 Beam Depth in 24.000 24.000 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type GluLam GluLam Loads •t *'_z^...t ».- *i..... ...;tiydyyn t .....;.n R'1*> ^-.s...- _:rfl, .., - , :.... ?_ _ ".sc-- ._a. -�. ,'.- '+.f - ."..L 1t- .: r:"^�'ST'�"t ar - .�-- . - T Live Load Used This Span? Yes Yes Dead Load #/ft 293.00 113.00 Live Load #/ft 488.00 188.00 Dead Load #/ft 180.00 Live Load #/ft 176.00 300.00 Start ft End ft 11.000 14.000 Dead Load @ Left #/ft 180.00 Dead Load @ Right #/ft Live Load @ Left #/ft 174.00 360.00 Live Load @ Right #/ft 174.00 60.00 Start ft 14.000 End ft 7.000 31.500 Point #1 Dead Load Ibs Live Load Ibs 500.00 @ X ft 5.000 Results N snare -... s... ,.:.:,.acre x , , ...,..la . i.i a.. :oi- x: '.c:4,•-as ._r .,P14+, , -,.. ...,, •.-.:,.c i _. .,...t.. 9a.<axrF s`e,mre,4 -, nr.t,, ta+r, ,,m.F., mg., rrn:x,,,,,,,,, , i Mmax @ Cntr in -k 101.4 677.6 @X= ft 3.85 17.85 Max @ Left End in -k 0.0 -855.9 Max @ Right End in -k -855.9 0.0 fb : Actual psi 1,739.6 1,739.6 Fb : Allowable psi 2,293.9 2,150.3 Bending OK Bending OK Shear @ Left k 4.37 14.50 Shear @ Right k 11.67 7.45 fv : Actual psi 122.4 158.8 Fv : Allowable psi 240.0 240.0 Shear OK Shear OK ( Reactions & Deflection ; irea „x .::,,,....,...:::,:y,4� ...74,smzs:.: 7 ax ..:;:,.... a,=t ^.a...,... a......;. x....-..,.....r. :. ' rr :,:ars .a:.::- AATZ.. srV..tay..1..,.a._! - ati EZ IIMMs o....i DL @ Left k 0.93 9.01 LL @ Left k 3.44 17.16 Total @ Left k 4.37 26.17 DL @ Right k 9.01 2.55 LL @ Right k 17.16 4.90 Total @ Right k 26.17 7.45 Max. Deflection in 0.069 -0.845 @ X = ft 12.10 17.01 Query Values V tGF. YfKYI! t' A T4Nia' NA': Md[!!!. i�... Cl i '.�+1A::1dtSAMiI ?ittt.'VK -'J". .wN`J. YC2T6hf1HU• ..xvr"11. ^. _.N!IY .tnM.l4f4•+.f :.1. 4. v' R` 3: MIlYJCLMXGtAIrt !ti;- T..}AStYV^�. 4"1.4.3' YR: DY_ 3R.' l:# d' C143Y .C^'+fi:::S°d.•4•...�:!9^"..._ fL!S^ , 79a j Location ft 0.00 0.00 Moment in -k 0.0 -855.9 Shear k 4.4 14.5 Deflection in 0.0000 0.0000 Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:01 PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : I Rev. 580000 User. KW-0802562, Ver 5.8.0, 1- Dec -2003 Multi -Span Timber Beam Page 1 L (c)1983 -2003 ENERCALC Engineering Software pacific park plaza ecw Calculations skaarw!RNDAF. sots wraiwkJimra / flw! GgYgYti (Y.P riaarawmarA21Y%Q9rsiaa sww.! Clwitr .ikw.tirimHf.;fipswi!RiMeistS t!wwv: irsorwSQ - .:, ..i . _.. - ....,..,aw+..,..,, ,-.. 7. Description R.4 L General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 6R ,.� .16"3... C.^rLl.S ... T' ::"'.,:ade.ux. ..i4:II.: = , ...'.:.C47..,.Y..."..LG.1c.... .-.....r. lA: :.... ^e - :J. .:r".. w: - ■ .................... Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi Load Duration Factor 1.000 Timber Member Information x:.'ti..I=Vc:ma:srr .M:.s+s ”1 _,=;. - *" ”-sari ma.T.t r,!..1 ^. :. ;x. =s,.W =... 1=2.c,�...�- ._..... - .. � ,,....".... . -o .-,... Description •-•,....., Span ft 31.50 24.00 Timber Section 5.125x24 5.125x24 Beam Width in 5.125 5.125 Beam Depth in 24.000 24.000 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type GluLam GluLam Loads rr^n,,,,,• , ru.u�:.rnmer. , .!v.,7.a rare . r4r. ,, ..s•.•s-v..a , .,7 i:., M:n.:sc.uexts:..t.n. ^.•: a1wt % .• �aea*Ar_ra , t;t• , Live Load Used This Span ? Yes Yes Dead Load #/ft 233.00 233.00 Live Load #/ft 440.00 440.00 Dead Load #/ft Live Load #/ft 364.00 15.00 Start ft 16.000 End ft 11.000 24.000 Point #1 Dead Load Ibs 500.00 Live Load Ibs @ X ft 10.000 Results i - ,... --. a:r.,,,, . -. „, :,...x zASx:•o- +a:.mv:; ..- -r•szer cr rr- : :..-.- -mas.., -. -- .;mgr« .- ..,e.•+ -ac r. air.- z.vauz. ....i. ss;aca::;.:..as s..„,. -. -.:r.ss r..,c�:czrsr _. 1 Mmax © Cntr in -k 767.1 240.1 @ X = ft 11.13 16.32 Max @ Left End in -k 0.0 -903.5 Max @ Right End in -k -903.5 0.0 fb : Actual psi 1,836.4 1,836.5 Fb : Allowable psi 2,150.3 2,209.6 Bending OK Bending OK Shear @ Left k 11.51 11.52 Shear @ Right k 13.69 5.25 fv : Actual psi 149.7 124.8 Fv : Allowable psi 240.0 240.0 Shear OK Shear OK LReactions & Deflection 1 :..: L3.44.., r,.:.T :. UYd?M: "S_.,r:!3Y.T•:iCrarr S_:T.! - ."•l ?i '..L-..z.TG: =... :.:Y:S...: ...t=1...Cv.v-- +.y:.....`^14` kr,.../.7, .' :-Mr.'CZ:i4iLIDSZi'L...11^071:12 '.1..1.4. n1..31A`K[CJ IAIwai ... .w. it DL @ Left k 2.89 8.57 LL @ Left k 8.63 16.65 Total @ Left k 11.51 25.21 DL @ Right k 8.57 1.98 LL @ Right k 16.65 3.27 Total @ Right k 25.21 5.25 Max. Deflection in -0.919 -0.089 @ X = ft 13.65 16.16 Query Values T. • q xar:: wa nm; Kt?Y.xs.mrsY•*Yr,•,.nr...er - • ;;R4a�.�n4cr_¢•:3ac+r'Na,:. m<_^ 3rr2t_ ta'. a+ rwaur._' .a.a�c>r_.m_- •4..ive... »,. - ^°`^°°. .....,. ,... ,.... �. ,, x... ,. ,. a .. Location ft 0.00 0.00 Moment in -k -0.0 -903.5 Shear k 11.5 11.5 Deflection in 0.0000 0.0000 CI'l TM RIPPEY ENGINEERING STRUCTURAL CONSULTANTS WIND LOADING: IBC 2003 Components & Cladding PROJECT: Pacific Park Plaza DATE: 1/19/2007 BY: TA JOB NO. 7024 Basic Wind Speed: 100 mph Expsoure: B X= 1.0 Roof Angle 0 -7 degrees Height: 0 -30 ft. Effective Design Pressure Adjusted Design Description Zone Wind Area (psf) Presure (square feet) (p 1 10 7.3 -18.0 7.3 -18.0 Roof(interior) 1 20 6.9 -17.5 6.9 -17.5 1 50 6.3 -16.9 6.3 -16.9 1 100 5.8 -16.5 5.8 -16.5 2 10 7.3 -30.2 7.3 -30.2 Roof (end zone) 2 20 6.9 -27.0 6.9 -27.0 2 50 6.3 -22.7 6.3 -22.7 2 100 5.8 -19.5 5.8 -19.5 3 10 7.3 -45.4 7.3 -45.4 Roof (corner) 3 20 6.9 -37.6 6.9 -37.6 3 50 6.3 -27.3 6.3 -27.3 3 100 5.8 -19.5 5.8 -19.5 4 10 18.0 -19.5 18.0 -19.5 4 20 17.2 -18.7 17.2 -18.7 Wall (interior) 4 50 16.1 -17.6 16.1 -17.6 4 100 15.3 -16.8 15.3 -16.8 4 500 13.4 -14.9 13.4 -14.9 5 10 18.0 -24.1 18.0 -24.1 5 20 17.2 -22.5 17.2 -22.5 . Wall (end zone) 5 50 16.1 -20.3 16.1 -20.3 5 100 15.3 -18.7 15.3 -18.7 5 500 13.4 -14.9 13.4 -14.9 (.1 TM RIPPEY ENGINEERING STRUCTURAL CONSULTANTS WIND LOADING: IBC 2003 ' Main Wind Force Resisting Systerm PROJECT Pacific Parck Plaza DATE: 1/18/2007 BY: TA JOB NO. 7024 Wind Speed: 100 mph Exposure: B Roof Slope: 0 -5 degrees Main Structure: Mean Roof Height: 15 ft. X = 1 Horizontal Pressure Vertical Pressure Overhangs A B C D E F G H Eoh Goh 15.9 -8.2 10.5 -4.9 -19.1 -11.6 -13.3 -8.9 -26.7 -20.9 15.9 -8.2 10.5 -4.9 -19.1 -11.6 -13.3 -8.9 -26.7 -20.9 Mean Roof Height: 20 ft. a, = 1 Horizontal Pressure Vertical Pressure Overhangs A B C D E F G H Eoh Goh 15.9 -8.2 10.5 -4.9 -19.1 -11.6 -13.3 -8.9 -26.7 -20.9 15.9 -8.2 10.5 -4.9 -19.1 -11.6 -13.3 -8.9 -26.7 -20.9 Mean Roof Height: 25 ft. X = 1 Horizontal Pressure Vertical Pressure Overhangs A B C D E F G H Eoh Goh 15.9 -8.2 10.5 -4.9 -19.1 -11.6 -13.3 -8.9 -26.7 -20.9 15.9 -8.2 10.5 -4.9 -19.1 -11.6 -13.3 -8.9 -26.7 -20.9 Mean Roof Height: 30 ft. k = 1.00 Horizontal Pressure Vertical Pressure Overhangs A B C D E F G H Eoh Goh 15.9 -8.2 10.5 -4.9 -19.1 -11.6 -13.3 -8.9 -26.7 -20.9 15.9 -8.2 10.5 -4.9 -19.1 -11.6 -13.3 -8.9 -26.7 -20.9 • H7' Roor- 017ytr) 5-.0 = i(1802. 10 (101) 6,) -'s, , ! 3 8 z- @D - ,0 s) - /y30 • / 77 (5E451-.►C • • • 1 S 1 TM RdPPE Y �.�� 1� �.b Arc BY DATE CONSULTING 1�LL ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 SOB NO Tigard, Oregon 97223 2 Phone (503) 443 -3900 SHEET i 3 OF . i ' ir 0 lid317)= 327 0 8G.(3)', = 26( is(sfi ` �3 4 / 0 (11-.S")(/61) 1 a 1 3 �9ss 3 / s' ��I Jy.S ' Z-. ' SD I i 5 , 0 ,i, A iiii G 36 h ihk - r ' \ /17' \_— o . 1 oN Sc�olD FtooR. .50T oeSIVw► F02: ' - r00* D EAD Lo A'fl o� 200F He2 2a�v.ier Loo�M►f.. goer = G9sS11z05 - *F) - I au 3ZS Ste:. aen) l • r' atoms = 415 (s'9sF) 3� 7 7C 6412u4 t t4' ti73'(9 - 5)(logF) ill 93S FR= Sl.964 ►2 - s 3 P s 9 e#Ll G9SS' a ) g : IFS 9.3'09._) r sF) 1.(4.2La 3 Si) 2.S1°- ' FZ = 1 1061,5" D OAP ! [_.orb 0 Z Le !/et- � 1 1 /06617 sss = 5. ssnsr rt = 1..5"5" 6.S P sF), = 10 3z1 Pf.x7 i w NS G96 C fp ' t o 0650 , ° . 14.72=R►vL — df 13,5) 60 PSF - 4 $ASS' u r2 473',3.r. (7. = ?3L2101 C– (( — J�) y5 —tzti I - 4 = £33Z- 53 1 A TM RIPPEY .Sei. ∎G c- DA BY DATE CONSULTING ENGINEERS _ 67E / _ 1 f. V� CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 , / Phone (503) 443 -3900 SHEET 4o' 7 OF TM Rippey Engineering Structural Consultants Seismic Loading: Equivalent Lateral Force Method Project: Pacific Park Plaza Job #: 7024 - Date: 1/18/2007 Notes: IBC 2003, ASCE 7 -02 Seismic Design Category II Occupancy Category Table 1.1 I Seismic Use Group Table 9.1.3 1.00 Occupancy Importance Factor, I Table 9.1.4 D Site Class Classification Table 9.4.1.2 0.934 Short Period Spectral Response Acceleration, Ss Figure 9.4.1.1a - 9.4.1.1j 0.337 1 Second Period Spectral Response Acceleration , S1 Figure 9.4.1.1a - 9.4.1.1j 1.13 Fa Table 9.4.1.2.4a 1.73 Fv Table 9.4.1.2.4b 1.05542 Sms = (Fa)(Ss) 0.58301 Sm1 = (Fv)(S1) 0.704 SDS = (2 /3)Sms 0.389 SD1 D Seismic design category based on short period Table 9.4.2.1a D Seismic desgin category based on 1 second period Table 9.4.2.1b Approximate Fundamental Period 0.02 Ct Table 9.5.5.3.2 0.75 X Table 9.5.5.3.2 27 Hn, Height of Structure 0.237 Approximate period, Ta = (Ct)(Hn ^X) Equivalent Lateral Force Procedure 6 Response Modificaton Factor, R Table 9.5.2.2 0.117 Cs = SDS /(R /I) 0.273 Cs upper bound = SD1 /(Ta(R /I)) 0.031 Cs lower bound = 0.044(SDS)I 0.117 Cs used 832539 W, Seismic Weight in pounds 97631 Vb = Cs VV) Lateral Force Distribution 1 k See 9.5.5.4 x Wx Hx (Wx)(Hx)^k Cvx Fx 2 482244 14 6751416 0.41651 40665 Roof 350295 27 9457965 0.58349 56966 0 0 0 0 0 0 0 0 0 0 Sum 16209381 I Base Shear = 97631 lbs. F2= 40665 lbs. FR = 56966 lbs. 0 lbs. 0 lbs. 4 0 el ii ®' © , - - © 0 ©'_ -- o e 0 2'J ruoQ WA C-(- CO ,,e) ) 57 Ft_0(4. s (c ' 3a 30/ ( 3 C- )(la I S P5F # _ 3� '� ��, ��o�t� X192 ©. ('.. (v )(s *)027) 4 7 3 3 PS F ■ 21 go/0m,', _ 01 0,15 (°.-7) 1 & s 44 2367 (s. ■•s) (a. - 7) - 97'2 . ! ! . , A eV (s,ESs)(,o. = 3 0 7 63H2 feL)(f� � S) (0.7 = ybZ7 �' �' (� (e)(1b6 ( �. ►g ) (o.-7) - 309 ( 30 , a) t%s -e r) (,1) - 211 ►0 A)(3ga 1 0.75) - 37 0! 6 BX.34'( s.t/s)(6.-7) Zr,sy - 15' Of (0)()8)(E3,10(07 N3 2 PL (;) _ , 502., )(,g ) 8.x y/ 2.e y - ,s C 7 1 kv ( o)(18)(ses)(°.1) = 29N8 • • )( 0 .7� Imi TM RIPPEY 5 - 1 6 / - v C ' ` A t t Q )5 ra")130 T) o Ni BY DATE C ONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 SOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET / ( OF TM RIPPEY ENGINEERING PROJECT: Pacific Park Plaza Shearwall Analysis DATE: 1/19/2007 0.6DL +0.735/E At Second Level Shearwall Wall length height height height height Shear force Shear force Shear force Shear force Dead load 0.6 DL Treq Shear Load 9)1 6 ft. (first) (second) (third) (forth) (first) (second) (thrid) (forth) plf plf lbs plf aaU.° lbs. lbs. lbs. lbs. 1.0 17.0 0.0 13.0 0.0 0.0 0 6192 0 0 310 186 3154 364 y, i z 1151052.-. 2.0 29.0 0.0 13.0 0.0 0.0 0 13685 0 0 430 258 2394 472 3",12 , 12 r 1'19" 2 3.0 13.0 0.0 13.0 0.0 0.0 0 4827 0 0 210 126 4008 371 t rt ' M /1-5TC " 4.0 9.0 0.0 13.0 0.0 0.0 0 3096 0 0 210 126 3905 344 9" I2." TG0 5.0 10.0 0.0 13.0 0.0 0.0 0 3715 0 0 160 96 4350 372 4'1)2 sr 6.0 15.0 0.0 13.0 0.0 0.0 0 4231 0 0 160 96 2947 282 4 MStC,SZ- �____ 7.0 15.0 0.0 13.0 0.0 0.0 0 4128 0 • 0 160 96 2858 275 'f .1 `." . p.4(A 5`2.- At First Level Shearwall Wall length height height height height Shear force Shear force Shear force Shear force Dead load 0.6 DL Treq Shear Load ft. (first) (second) (third) (forth) (first) (second) (thrid) (forth) plf plf lbs plf lbs. lbs. lbs. • lbs. o ,• 1.0 17.0 14.0 27.0 0.0 0.0 4423 6192 0 0 310 186 11896 624 Z i i t " H H DO 1 LI , V -- , 2 ,,„ 2.0 29.0 14.0 27.0 0.0 0.0 9775 13685 0 - 0 430 258 13719 809 - ) 11H)Q iq It 1. a art 3.0 13.0 14.0 27.0 0.0 0.0 3448 4827 0 0 160 96 13115 637 2 "B12., „ rI141)6l 1 L N � F i DQ l 1ls (1 �o(G 27 4.0 9.0 14.0 27.0 0.0 0.0 2211 3096 0 0 160 96 12295 590 'L "�)2 t ` 1t, 37 5.0 10.0 14.0 27.0 0.0 0.0 2654 3715 0 0 160 96 13266 637 Z " Z p 1 1 � ,,qt, L rt 6.0 15.0 14.0 27.0 0.0 0.0 3022 4231 0 0 160 96 9716 484 3' j IZ'� NHDQ ILI It , i 1-'f 7.0 15.0 14.0 27.0 0.0 0.0 2948 4128 0 0 160 96 9462 472 3 12." 11-111E)00 vi " pLA7e _ 1,5061.0 = loa-� o MA% uft.ri - 1%1 \q" 3" (Imo = 77004,)= 1432 • • � = 1)", 7 Fc = o. ee,33 t o.i933 z 0.b34 • Ce}pPrcii`r = ) (0.e.3) )H732 > /7)5 oK✓ o 7 (W4L s ( HDUb > {D.'s tea, - 7/ 6 1 '0x to t/2." 5M n . 7 :/32.X. "ph Z ) 3 . L X33 AID() , pj 7 /e" c� X lo' / r4' el-16 0 Z.4 Moe CAP lYybooStiYo G9s`! > GG33 oK ✓. 6F ��r SPAGt MK TM RIPrE Y (0k BY ONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 SHEET �i J of Phone (503) 443 -3900 �► .� Fr.er (4c, $ Rays (01 p'4'a I b 4 4s o= 0, 3 30-0 - 0. 215 o.051 3 l0` CLc) J so �/r✓��� 0 9 <o.33'G� /?j— 0.215' (3„- Quo a Soo ac- : ZZ9. 73 k �. F.tretrt 5 75 I" = o�c5�� lld= C /1D4X�� (V2,) (%�( //4 Z 12, �3 = � L ti, I� Z��IF / PIP • b D ?cS-P L LZq• 7? . C � 7 - 5 5 7)12 / Yo1 p lc . 6970 Alt 1 ► ) ` de Z , b = lb ° •11C`o 0.1y3b ear -1 0.5(®,1W)( — .1y36,) - / /,‘erg..;r. 0, 85( 3)61 a. ),LpL. 41 /12.(4 )∎.1 73 )4 /0-. = 0.0o / 4 0 7 + 0 0 Q 2 ) ( 1 1 , _ o .'9.0G4 It uSF 36'' t7 S1� " • 1 K TM RIPPEY iJl.K) r► BY DATE CONSULTING ENGINEERS CV P1.11?-7' 07 o `� (��` i"! o S CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 0, Phone (503) 443 -3900 SHEET 6" 1 OF 1 8iaz> .J U+7 QEr►t -I2 (t» s@ =1y" b- a„ q= o•‘Z ro ,:v Z:Ilala roP f41' 2.5)0 OM„-_ o.s (o.c z)Go(/c/- 2. Io' /t) -- 1 -/ 32- k �. Do+O 4'M > I Ito ?-7p? / 7 7 4 P . 1 Z ( /2°'7916 z /yqb P‘C. /yf ., = Z t) Nye PIP( Q161 )4F: A‘Mn ? 0.1207 K/ . 0 /32) GD 4 vOitA Dt, &a(z) (/L 1b9.) /Ll'f f=.a iz tS7Wl. �"uyf�Nl, WA1.4.5 W � Z ?o � (' 4 3 Al' !y' b 2 36,.. 5 - 71 51-43 iySt',f a 0,35(G•c) 5-Z1S7 9 P)F. O. ts(3)3' ciMMAA = O. ( - (N— b 21 - 2`1: X 1 Z DL 1 l ° PIE 0,o99 KIi t 1 12 tor) � L , i0c4 BO SZ,19 o.Le. be„, 60 CT. > )3266 v 4. (>1._ (s I 'M ia f2f33rX7 I7, O►< T1VI RIPPEY ROL) U vJ4 FojN DA-not., ; Coi+1Z. BY DATE 1 X Z 1. CONSULTING ENGINEERS (9 .I F1 ( HOC.V® e��5' \ CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET (1'1 9 OF RooF DIAPtft •1 0,76- = 0.7 (7(.31) = 6.8 3 Y2 " 3sOZ S (,83 Zs ss 632535 z� 751/I9 CC" y . F Foot I ►�I +n i r-\ yf32Z L( (s312, 3768 7 832. 9sf3 7 7695• = 5. 1.9 p5F Roo 5I{e oa. 1)H-ta 1- 1 , 13 PSF(.3C _ )49 P4' r y V (a)) yihoµ n) 4 34 = / 2& PIr. Z 60 �d a/ /7/31" G, IL CkoRo T (,4 4 )I:oep,iv`1fP _ flj P Lc.o) L 7 0 s0 )4_ ft �►� �-1 to. _ �7 l to. 3s. At c►,rw Sprite L 1 . 2 0 ti942 P_Ifok ()o) No (56•'5 )(. /) = .oT P /-P 29 2osv)p(6, = 6/570 G /sa j3L. 7 ► P'F. < l 8o RP- eKo /Lc71c ( - 2,10 P+ GISO /Zg = 212 M = 20T(G e/b z 9 ZZ so -F T L = uzs -0/24. _ 26 ts. P,L S te/ ! C6 CtaI3wce O4 w /r5 /3Z (i 2,,(2„p (P owl• (it -6sod 031- (*e1) 10d J/, 19/37- ( 7 3z0 PAC > 2ao Pik 6w TM RIPPEY p) R') -{(Zig.)-1 A,v aw s) s BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 SOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET �' ( OF . 1 - 30,c 4' . " 4. r,j :-• z --1 3 0 RA/s.T w 6 - r t..)ciVK7 GVRS3 a `10 7 __ _�____ _.� 014 (1 c)( ')a4) 3`13 I Z(7 1 v VIL it, 17 L Z' S / p ?— � ��. l J , ' , r. 111o 1 L I r . f f 44io" ( ,,.) 67-. 12riw_ 3H3(3/. r- 0 4 40(7) Z9 ii J x III* try 7 . 3 .64 90(1 .3i.) 1 3,73' P eJrR- - toRr� 1 "�(0 aufno I've _ 3/3y1') 2. 7,0* 1oi /it 07. (o) i p �, H u @ 3 e 3" (/3.73) ` ,, y <�. <- F1a5r�►i "�% - �� /V, (29) uvu1 '{' Y 1 . l.5 — 383(1 13,2 0 = 3s3 0 ,v1 .5t... / T.:IN 125 a 4"s &'fit s1'pG - LS -- = 35-3 �_— a 32.72. " /L" 5 scnr 9 s(/- 33)(9 _ ALs sus e y�0� •- GIZ > GS OK ("44 (Vi. BY .?eJS�Plrtior n W = I /80 t‘ oJEPLTv A. CAS : 50 "` 1 - —� ,..1-1.9 ' @�3'� rig Lf (Zo,$) _ 3 H >l.f 1. — f @ 4 l' l ' /'� >y /1.2( /'7, .1) a ( 1. P } A µ ,0 _ L ® ( ZD'7) . 2 1 e Pr = 10.9 /Iv uPuxt SLi DWG. J611 <lo& = 1791E _ cto + , ei, "oe = 4,14,' >> coo` 6Y,✓- 01 " rill. ," 0 /I M K 1 TM R1PY EY ( r o ca,t eit..am QN. \ BY 74 DATE gtria CONSULTING ENGINEERS JJl CHK BY DATE 7650 S.W. Beveland St, Suite 100 SOB NO 7o 7-1. Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET 67' 1 Z OF X— 13i @ 5 i- ovotva(,s 5 1 - 6 V P O 1 - ( 5 ) ( ' i = 9Pt(t9) -. 010 µ - 6 q_,) = 2-64 Ps?) 540 * a, dp - 12.06 IQ.) Co.-) = 1165 '' • b tp Its ti p► I a � ; (A 's '? i i V / \I ,j, 4----, X18 " ts, - ro,K10 z,,, 119 rZStt = 2'7'7'` #Z C-eul cs/ 6"45A Rem cafrua-rz 3s *) .z)' 9( "6(3zPSr) Ili )' Z( " »2.0 Ai. ZZ72- 7 v' i27 2. ( 114(0.'7) -2 ZZy Z2y I• �� ! g.S' 31 (90 s ���is�nc) P , .4\ t' -3.3iS 1— 0.0 DEL4. cove rna ev'c ct. • (3/4 56 X 43a,:' elA ts) p p.)t) c S,b021c =T 0 150K = v g . 1 _ 0.83 �olt 3 = �' CAP Act I - N w ootc' 1 y ,. 0,@'i reasro 10s25`(o.ety 7 91033 V — “to (o. V7) = (017 (- ) 0I Ut c r.c• or i, ou liviK M RIP EY ST�� LI�J/ 0.q, 1,7�`�'S" W� BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 SOB NO Tigard, Oregon 97223 2 Phone (503) 443 -3900 SHEET 67. % OF Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:02PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : Rev: 580000 User: KW- 0602562, Ver5.8.0, 1- Dec -2003 General Footing Analysis & Design Page 1 A L (c)1983 -2003 ENERCALC Engineering Software pacific park plaza ecw Calculations e._: rxu;: �epz r,! sr»- r�xtrmmas:. vcra. �rsirs. aeie- z :.raeetrxeer•. -azre �nsu._ +mms_sa!snsx^.ntrerwm::a • wsasr.smz^ -aut,. s -.•. - ,..:.A,...«e.. • -- ::...zttat •- ..�.• ..a. • Description exterior deck footing • General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 - :rSitilCSere ='Vr tC. :11t7M.+.. ASP.' 1. iZx T•TRrP“ahr.:1:4:SL'FAT^D='ZCv :':MY.:.1i...:..".'.MY'3..IV,Z =: ==lt.."SVa..Larsrru+.1.v - . ,, -,,.., *. .. Allowable Soil Bearing 1,500.0 psf Dimensions... �' Short Term Increase 1.330 Width along X -X Axis 4.667 ft Seismic Zone 3 Length along Y -Y Axis 4.667 ft Footing Thickness 10.00 in Live & Short Term Combined Col Dim. Along X -X Axis 5.00 in fc 3,000.0 psi Col Dim. Along Y -Y Axis 5.00 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Min Steel % 0.0014 Overburden Weight 120.00 psf Rebar Center To Edge Distance 3.50 in Loads �r rs:n..- . wa..s;.:...., .,: ic.,,,,.n-:. aas�: a a.. ....:.rrr:>:,..r.r...,,.0. -.4, -,ate. =: ,,, :.,.aswa:.r.- •,..xr-.:.. 1.uas.. >.2=r »zarva�..at :F.., . araialer �.4 mcn� .*e.aan.c ' ° ;zmsl Applied Vertical Load... Dead Load 1.920 k ...ecc along X -X Axis 0.000 in Live Load k ...ecc along Y -Y Axis 0.000 in Short Term Load k Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load k -ft k -ft Live Load k -ft k -ft Short Term 9.830 k -ft k -ft Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Term k k ._,. ,, .t,1&,..1-,� ,: . u,," I ...f .a -iiwG i.. . .. _.faiY^sxFi•Yr SI.Y: ' :f/M:? 1 Caution: X(short)ecc >Widt 4.67ft x 4.67ft Footing, 10.Oin Thick, w/ Column Support 5.00 x 5.00in x 0.Oin high DL +LL DL +LL +ST Actual Allowable Max Soil Pressure 328.0 1,065.7 psf Max Mu 1.822 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.216 in2 per ft "X' Ecc, of Resultant 0.000 in 16.510 in "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn ' Phi 1-Way 15.249 93.113 psi X -X Min. Stability Ratio No Overturning 1.500 :1 2 -Wa 9.481 186.226 psi Y -Y Min. Stability Ratio 1.691 Footing Design I. cr..�°.;.^:zz:. ::.:r.::ac:_....ac....___ .. w.t... ._max •�.:x:..s: :- :_:eaWr:.._az......._a. : ^:......:.. ;.:..r. Wr......r.-..s cc. s:.�t:_..- .= ^:.t.:zas ra'tnn rfa >saatsx3rx. 1 • iet :ammaas;!�res�actscacs.�tztv.... = Shear Forces ACI C -1 ACI C -2 ACI C -3 Vn " Phi Two -Way Shear 8.53 psi 9.48 psi 6.09 psi 186.23 psi One -Way Shears... Vu @ Left 2.31 psi 15.25 psi 9.80 psi 93.11 psi • Vu @ Right 2.31 psi -6.84 psi -4.40 psi 93.11 psi Vu @ Top 2.31 psi 2.31 psi 1.49 psi 93.11 psi Vu @ Bottom 2.31 psi 2.31 psi 1.49 psi 93.11 psi Moments ACI C -1 ACI C -2 ACI C -3 Ru / Phi As Re4'd Mu @ Left 0.28 k -ft -0.76 k -ft -0.49 k -ft 19.9 psi -0.22 in2 per ft Mu @ Right 0.28 k -ft 1.82 k -ft 1.17 k -ft 47.9 psi 0.22 in2 per ft Mu @ Top 0.28 k -ft 0.28 k -ft 0.18 k -ft 7.2 psi 0.22 in2 per ft Mu @ Bottom 0.28 k -ft 0.28 k -ft 0.18 k -ft 7.2 psi 0.22 in2 per ft Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:02PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : Rev: 580000 User : Kw- 0602562, Ver58.0, 1- Dec -2003 General Footin g Analysis & Design Page 2 (c)1983 -2003 ENERCALC Engineering Software pacific park plaza ecw Calculations ?i ,nr :r,unssore?aca.�rc�ss >rix anru w.+a;+cer�iuewev+eaa rxe-_uaeurnaw i:z- :.a�.�., - cr: x.•sas1a «u_ :cmrcra• >.+.n•�c. ,.�, z .l . Description exterior deck footing -' ° "" °" Soil Pressure Summary aw;. rzueu s;:.a-.:.,rsr.::.a.:vtaaxism. wat rzauma m:r sa..7 ...n.sn::a rm....rsuu:aa.., -- nru:stume:ne ....s' Service Load Soil Pressures Left _""' W' ' R ight Top Bottom DL + LL 328.03 328.03 328.03 328.03 psf DL + LL + ST 0.00 1,065.72 328.03 328.03 psf Factored Load Soil Pressures ACI Eq. C -1 459.24 459.24 459.24 459.24 psf ACI Eq. C -2 0.00 1,492.01 459.24 459.24 psf ACI Eq. C -3 0.00 959.15 295.22 295.22 psf ACI Factors (per ACI 318 -02, applied internally to entered loads) ITZEP..R6M1VidE .SD'i01 .1ine,, i .4 ..... 1 IVIN " Y!- 'u5X4i12iA3AD .fe] aplil ?31 mrpr 3rilu i'i�2r2 iA {r, 4TFiGiS:4aav , .':. a ' .�l'l�. .y:..:xiVi1°u'ST »�'IiTIL2S4 :. ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Add "I "1.4" Factor for Seismic 1.400 ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Add "I "0.9" Factor for Seismic 0.900 ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300 ....seismic = ST * : 1.100 Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:02PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : Rev. 580000 User: KW- 0602562, Ver 5.8.0, 1-Dec-2003 Steel Column Base Plate (c)1983 -2003 ENERCALC Engineering Software pacific park plaza ecwCalculauons cCT/ riL Qenr :'.cTOShXeriiaS rate' � a . 97.1/ 0 .. wr.• G isurivJ. k.' istwsa: fw. s.mTisvarsrna£ fpaSree,4frkavnA{1 +}:/= �II - .. ,.. .. : . <. - .. ,... - i. . .. ..�. , « . . . .: .. 2j • Description deck column base plate General Information Code Ref : AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 { YS�( S9A'. Y: iL' �1:. 1FSC1? Li' iY: C."* �^ Ck' w. Y�3'{+: 19:'< a'9 atL' isBt: ZgAb': tT—: ik' ryf*:.: 5:} 3GSSi .:%�iCf.:T.tiX »Y2.:i:.GialYeM rip J 4+ Y.... u.. u ..:A�"'.S.i'/.$5T,3'�'EY «:. -. .-..•. - - 53"S.T'9M: .. }J Loads Steel Section HSS5x5x1 /4 Axial Load 1.92 k Section Length 5.000 in Section Width 5.000 in X -X Axis Moment 9.84 k -ft Flange Thickness 0.233 in Plate Dimensions Web Thickness 5.000 in Plate Length 12.000 in Allowable Stresses Plate Width 12.000 in Concrete fc 3,000.0 psi Plate Thickness 0.875 in Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Anchor Bolt Data Pier Length 48.000 in Dist. from Plate Edge 2.000 in Pier Width 48.000 in Bolt Count per Side 2 • Tension Capacity 10.000 k Bolt Area 0.442 in2 1"wd.7' ..°Y;+iFYIiE.ri4:41i NT3L2:ih:�i1BSSSii.`.�,5� Summary Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 663.0 psi Allow per ACI318 -95, A3.1 Partial Bearing : Bolts in Tension = 0.3 * f'c • Sgrt(A2 /A1) • LDF 2,394.0 psi Allow per AISC J9 2,793.0 psi Plate Bending Stress Thickness OK Actual fb 28,452.2 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 5.802 k Allowable 10.000 k ( l (. Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:02PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : Rev: 580000 User: KW- 0602562, Ver 5.8.0, 1- Dec -2003 Steel Column Page 1 Doi 983-2003 ENERCALC Engineering Software pacific park plaza ecw Calculations° • Description deck column • [General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 '1 *C.F::.,.0.eni. <:sr. :. ra�ca ..-..r - -,.� _=1..c+az: 21 :,==.1,3.7 z; oc^:,rnxr=VdCa:,t sz+:421.1c:x,,svx.721.1 = 1.o-.. ..... ,wd....- :_ .w,,,. ..7.,..,. -. . .r. di Steel Section HSS5- 112X5- 1/2X1/4 Fy 46.00 ksi X -X Sidesway : Sway Allowed Duration Factor 1.000 Y -Y Sidesway : Sway Allowed Column Height 13.000 ft Elastic Modulus 29,000.00 ksi End Fixity Fix -Free X -X Unbraced 13.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 13.000 ft Kyy 1.000 Loads wili,:;ti al.. er.4, - iY• ,...:G " .: i'VAigi.: >.a- - .L. 3S - a,.....;.'..k et ■ ..r E:z-.u..,c_ns..v::,n. FPw?.u.LeA.* y; 4: 6e:E�t�'rTlZ ::Xtiri.e KU4JFE $f�T - .1 i ;r@'- a?IItidileb.- TT,..11. .3.ari.FR2�4�.r 3 Axial Load... `�° " Dead Load 1.92 k Ecc. for X -X Axis Moments 0.000 in Live Load k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 0.757 k 13.000 ft Along X -X (y moments) k ft Summary Column Design OK 1Y Section : HSS5- 1/2X5- 1/2X114, Height = 13.00ft, Axial Loads: DL = 1.92, LL = 0.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 13.00ft, Y -Y = 13.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0209 0.0209 0.5625 XX Axis : Fa calc'd per Eq. E2.1, K *L /r < Cc YY Axis : Fa calc'd per Eq. E2 -1, K *Ur < Cc Stresses ,, E,„,..:'_ ^2..,,,„„ ?! ..: ,.„,!F:T.....f.:' ....,.„, C!. ....... ..,•,,,,,,11,--..^^ .Si-7_., . :1:.._:.. ..L ....:.•v.'3:."i#.K. tcrIm :". L nr. It:. 2_.- S. ...:.'Y.'.'- '.e'e=:%..,2'.�'rz.: 2^' ^.1 :7�` Allowable 8, Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 19.24 ksi 0.00 ksi 19.24 ksi 19.24 ksi fa : Actual 0.40 ksi 0.00 ksi 0.40 ksi 0.40 ksi Fb:xx : Allow [F3.1] 27.60 ksi 0.00 ksi 27.60 ksi 27.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 14.95 ksi Fb:yy : Allow [F3.1] 27.60 ksi 0.00 ksi 27.60 ksi 27.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values (p} .1.17-s,iri:T::w.:,1 .:....,,r, . 11y i 0111 1 alk6P AL' .,Wi.91:3.1.46,4,...2e....,,aw #3 ?ARACtii 4YW. ar..,Z - „+A61, :,Pi',Z.WW ,ti' .1gs bZ'A;..£Srie'sR£'.i; ££ik.'1,4.re.;N. /1W∎fl+l.=1 F ex : DL +LL 27,915 psi Cm:x DL +LL 0.85 Cb:x DL +LL 1.75 Fey : DL +LL 27,915 psi Cm:y DL +LL 0.85 Cb:y DL +LL 1.75 F'ex : DL +LL +ST 27,915 psi Cm:x DL +LL +ST 0.85 Cb:x DL +LL +ST 1.00 Fey : DL +LL +ST 27,915 psi Cm:y DL +LL +ST 0.85 Cb:y DL +LL +ST 1.75 ' Max X -X Axis Deflection -1.522 in at 13.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft x,17 Title : Pacific Park Plaza Job # 7024 Dsgnr: TA Date: 4:02PM, 28 JAN 07 Description : 2 -Story wood framed commerical with steel and concrete exterior deck and stairs Scope : Rev: 580000 L User: KW-0602562, Ver 5.8.0, 1 -Dec -2003 Steel Column Page 2 (c)1983 -2003 ENERCALC Engineering Software pacific park plaza.ecw:Calculations szts, -•c- � •emu-- e.... , • Description deck column . Section Properties HSS5- 112X5- 1/2X1/4 Jdd i ..,...........LSgISG:S.ISfIF.Y,•dT ..— .mVt...—LTT.A'.- n^.'.3a. e^f. . s::. f!.` a1'. ss' Ai'. '.+9Mm'-S.52TJtl.-- ..PMGf..... .. r- a.......—...w:RTG. .- -..,.. - ..v . .... — Z Depth 5.500 in Weight 16.20 #/ft Values for LRFD Design.... Web Thick 0.233 in Ixx 21.700 in4 J 34.800 in4 Width 5.500 in Iyy 21.700 in4 Cw 12.90 in6 Flange Thick 0.233 in Sxx 7.900 in3 Zx 9.320 in3 Area 4.77 in2 Syy 7.900 in3 Zy 9.320 in3 Rt 0.000 in Rxx 2.130 in 0.000 Ryy 2.130 in Section Type = HSS- Square Addendum #1 Structural Calculations: ; - Project: Pacific Park Plaza • Project Number: 7024 Client: BnK Construction, Inc. Date: March 9, 2007 Code: 2003 IBC, 2004 Oregon Structural Specialty Code Table of Contents Item Pages Ledger Calculation 7.1 — 7.2 3 C I 4% 13 P R Oft; 4 0 7: 13089 OREGON szt, "fr MERO- V 1MK TM RIPPEY Consulting Engineers 7650 SW Beveland Street Suite 100 Tigard, Oregon 97223 Phone: (503) 443-3900 Roof Joists - End wall with drift A Weyerhaeuser Busincss TJ -Beam® 6.25 Serial Number: 7003007848 14 11 TJI® 360 @ 24 11 o/c Page 2 3/8/2007 so:01 PM Page 1 Engine ngine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0112 Roof Slope0M2 :El 2011" 4 All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Tapered(psf) Snow(1.15) 0.0 To 47.0 0.0 To 0.0 9' 11 1/16" To 20' 11" Adds To SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (lbs) Depth Live/Dead/Uplift/Total 1 Glulam or solid sawn lumber 5.13" Hanger 607 / 314 / 0 / 920 N/A N/A N/A H6: Top Mount None beam Hanger 2 Glulam or solid sawn lumber 5.13" Hanger 956 / 314 / 0 / 1270 N/A N/A N/A H6: Top Mount None beam Hanger -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): H6: Top Mount Hanger HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 H6: Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A Douglas Fir 2 H6: Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A Douglas Fir DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) -1196 -1196 2248 Passed (53 %) Rt. end Span 1 under Snow loading Vertical Reaction (Ibs) 1196 1196 1731 Passed (69 %) Bearing 2 under Snow loading Moment (Ft -Lbs) 4905 4905 8435 Passed (58 %) MID Span 1 under Snow loading Live Load Defl (in) 0.456 0.669 Passed (U528) MID Span 1 under Snow loading Total Load Defl (in) 0.657 1.003 Passed (U366) MID Span 1 under Snow loading - Deflection Criteria: STANDARD(LL:U360,TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 1" o/c unless detailed otherwise: Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Copyright 2006 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. C: \Documents and Settings \tagnew.TMRPDX.000 \Desktop \Project Calculations \Pacific Park Place \TJI files \Roof Joists End Wall.sms I �� Roof Joists - End wall with drift A : 7003007 " "` TJ -Beam® 6.25 Serial Number: 14" TJI® 360 @ 24" o/c ber: 0030078 User 2 3/8/2007 3:27:02 PM Page3 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 • 20' 0.75" ^ s Max. Vertical Reaction Total (lbs) 920 12701 M Rt✓C'TtoN Max. Vertical Reaction Live (lbs) 607 956 @ t e - (2 rp /C vSelected Bearing Length (in) 1.75(W) 1.75(W) Max. Unbraced Length (in) 99 Loading on all spans, LDF = 0.90 , 1.0 Dead .— WAL(, STJD S cO 16," ove . Shear at Support (lbs) 301 -301 Max Shear at Support (lbs) 301 -301 , L°A AT (:314K,4I '(JD Shear Within Span (lbs) 16 Member Reaction (lbs) 301 311 — (1 )�iLv y � `' Q,1.1 Support Reaction (lbs) 311 311 ��1 t '��// Moment (Ft -Lbs) 1509 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow # Shear at Support (lbs) 886 -1196 Okk1 Max Shear at Support (lbs) 886 -1196 Shear Within Span (lbs) 127 _______IvVi?S1'o -• Member Reaction (lbs) 886 1196 ` Support Reaction (lbs) 920 1270 ` ) Moment (Ft -Lbs) 4905 MN Live Deflection (in) 0.456 111V Total Deflection (in) 0.657 'I k' 3 4Isrt "7"..)510,.” $�{*jw I.3'� = ql @Z'o1a/C `> 204.. &i) PNau,M /40. to (13 /y a 2) 0. = 17 r1 S:TitA /P- c' /1'1PSoA-7 ` L.STA)L " r = o174(o. .o) t 245 PSF .1r/2AP v" S Hf = $4 Y of FAST6Ntf Oa v 2t. 9SF(01. = 10 091 0 (7) 106 CoMr1° t CRPtct rY : 1.1 r( ) ) $) " WO F Pel = t17Pty Zo orY , 3qo T NC4 061X 111J IrP,121 b K ,/ Fat1oR. qso 617 ax ✓ ✓ it PROJECT INFORMATION: OPERATOR INFORMATION: Pacific Park Plaza Copyright c0 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist", ProTM and TJ -ProTM are trademarks of Trus Joist. C: \Documents and Settings \tagnew,TMRPDX.000 \Desktop \Project Calculations \Pacific Park Place \TJI files \Roof Joists End Wall.sms 7 P1 ,r., a p� n mi3 /j Salem Office Bend Office (111 6� �° ls�1� Testing Inc. � 'uus II" i,,.,:_;A:, 4ul,o lnu,,on .,r..vr 63 Sae, no. , Sae, (1X %7_UI R. Bend !1N i7i0? Ph,.nr: f341/33U -91J` Construction Materials Testing & Inspection " "" " 0" " " "'''' "r'0" u,a;, -ir %? Special Inspection FINAL SUMMARY LETTER June 23, 2008 T0601322.A City of Tigard RECEIVED RECEpB ED 13125 SW Hall Blvd �1 99�� Tigard, OR 97223 -8199 JUL 1 0 Z008 JUL i Attn: Building Department CITY OFTIGARD � OFTIGA R® Re: Pacific Park Plaza BUILDING DIVISION BUILDING 9975 SW Frewing Street Tigard, OR Permit No.: BUP2004 -00297 FILE COPY Dear Sir or Madam: This is to certify that in accordance with Section 1704.1.2 of the International Building Code, we have performed special inspection of the following item(s) per our inspection reports only: Reinforced Concrete Installation of Cast in Place Anchors and Adhesive Anchors Structural Welding All inspections and tests were performed and reported according to the requirements of Project Documents and, to the best of our knowledge, the work was in conformance with the approved plans and specifications, approved change orders and applicable workmanship provisions of the State Building Code and Standards, as well as the structural engineer's design changes, approvals and verbal instructions. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. <7 ' / e en W. Leach Project Manager SWL/rc cc: BNK Construction Inc — Ron Nielsen City of Tigard Building Division TM Rippey Consulting Engineers — Tim Rippey Main Office Salem Office Bend Office ' a P.O. Box 23814 4060 Hudson Ave., NE P.O. Box 7918 �a Carl g � 0.9 Tigard, Oregon 97281 Salem, OR 97301 Bend, OR 97708 ��5�1�1 • � ��C. Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 L 1 � FAX (503) 684 0954 FAX (503) 589 1309 FAX (541) 330 -9163 June 23, 2008 T0601322.A Permit No. BUP2004 -00297 BNK Construction Inc 45 SE 82 Drive, Suite 53B Gladstone, OR 97027 -2562 Re: Pacific Park Plaza 9975 SW Frewing Street Tigard, OR To Whom It May Concern: This CTI project manager has received and reviewed a fax from Ron Nielsen of BNK Construction dated June 20, 2008, which included a memo from Wilsonville Concrete Products with the approved mix design and copies of the approved plans. This information clears items #1 and #2 on the Incompleted Items List (NCL). See attached updated list. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. even W. Leach (-- Project Manager cc: BNK Construction Inc — Ron Nielsen City of Tigard Building Division TM Rippey Consulting Engineers — Tim Rippey •a,t Carlson Testing, Inc. ,t: • Incompleted Items List (NCL) Jun 21, 2008 T0601322.A Project Name: PACIFIC PARK PLAZA •` Project Address: 99 SW FREWING STREET TIGARD OR Permit No: BUP2004 -00297 Y.O. No: Project Manager: STEVEN W. LEACH Item # Insp. Date Item Description Compliance CTI Sign -Off Date Corrected 1 RDV 04/25/2007 MIX DESIGN NEEDS APPROVAL RECEIVED APPROVED MIX STEVEN W. LEACH 06/21/2008 DESIGNS 6/20/08 2 RDV 04/25/2007 UNAPPROVED PLANS - SK1 & SK5 RECEIVED APPROVED STEVEN W. LEACH 06/21/2008 DETAILS SK1 & SK5 DATED 4/17/08 3 RS 12/11/2007 NEED RFI TO APPROVE HILTI HY -150. RESOLVED AND COMPLIANT R. SCHULTZ 01/17/2008 PER EMAIL DATED 12/11/2007 FROM THE ENGINEER OF RECORD. 4 AFL 02/18/2008 NUMEROUS OVERHEAD WELDS AT SKEWED HSS CONNECTIONS ALL WELDS REPAIRED & NOW R. RYAN 02/22/2008 ON WALKWAY FRAMING ARE DEFECTIVE DUE TO EXCESSIVE COMPLY TO DET. FOR REINFORCEMENT, UNDERFILL, ETC. MANY REQUIRE WALKWAY FRAMING, 2ND GRINDING AND /OR REWELDING. FLOOR LEVEL. CC:BNK CONSTRUCTION INC - RON NIELSEN CITY OF TIGARD BUILDING DIVISION T M RIPPEY CONSULTING ENGINEERS - TIM RIPPEY Page: 1 E 7650 SW Revelancl Street, Suite 100 " lit TM RIPPEY Tigard, OR 97223 nt,. 17 ..y - CONSULTING ENGINEERS Phone: (503) 443-3900 Fax: (503) 443 -3700 March 3, 2008 City of Tigard ECEIVED Building Department 13125 S.W. Hall Boulevard JUL 1 0 Z008 Tigard, OR 97223 Crry BURDING A visi D Re: Pacific Park Plaza - Final Summary Letter 9975 S.W. Frewing FILE COPY Tigard Building Permit BUP: 2004 -00297 TMR Project Number: 7024 To Whom It May Concern: We arc writing to confirm that in accordance with Section 1709 of the Oregon Structural Specialty Code, we have completed structural observations for the above noted project. Our observations included the main lateral force resisting systems and general wood framing. All work observed appeared to be completed in accordance with the project documents and our office is not aware of any outstanding non - compliant items. If you have any further questions or require additional information, please do not hesitate to call. Sincerely, • OFD PROrip Timothy M. Rippey, P.E., S.E. Principal `� '' 13.068 � • _; TMR/tma - I � i. OREGON d � cc: Jay Perry; BnK Construction '/>y Ron Nielsen; BnK Construction IEXPIRES:12- 31 -0S'.f