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- IN Nicoli Engineering, Inc. PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 JACKSON BUSINESS CENTER TRUSS UPGRADE FOR NEW HVAC UNIT AT SUITE 500 THE "KOR" 7800 S.W. DURHAM ROAD, SUITE 500 lig(1,4"*Di TIGARD, OREGON 97223 JUN 20 12 Nj 8 CLIENT: eU0 OF7/GARD DAVID METZGER N � D vision, l22 6/ Sj RUCTU R4/ City of Tigard ,c��D PROF c- FS Ap ro ed Plans ma ��,G1Ni -„, /O B Date UL U?" Y c - , 9999 � - 7eoc3 �c e t, , Gam- -� /. 1/o, 8 R R � S, ��� \S ~� REVISION ' 'ORNTON � D(PIRES: DECEMBER 31, 2012 OFFICE COPY Note: Nicoli Engineering's design responsibility is limited to only those specific areas of the structure and /or project as presented herein. The attached calculations and /or construction details have been prepared for the above referenced project for the one — time —use at the noted site. JOB NO.: 12 -0502 CLIENT : DAVID METZGER PREPARED BY : CC DRAWN BY : JDA DATE : 6 -14 -2012 PAGE 1 OF t i Project: JACKSON BUSINESS CENTER Page: 2 `N I I Client: DAVID METZGER By. JDA ENGINEERING, INC. Job No.: 12 -0502 Date: 6 -14 -2012 GENERAL NOTES SCOPE OF WORK: NICOLI ENGINEERING, INC. HAS BEEN RETAINED TO PROVIDE ENGINEERING SERVICES FOR THE FOLLOWING: ENGINEERING AND CONSTRUCTION DOCUMENTS FOR THE UPGRADE OF (3) EXISTING TRUSSES WHICH ARE TO SUPPORT NEW HVAC UNIT. DOCUMENTS FOR THE I-IAVC UNIT HAVE BEEN PROVIDED BY OTHERS. UNIT MANUFACTURER: CARRIER MODEL NO.: 48TC -A04 UNIT WEIGHT: 483 LBS. NOTES: I.) THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS WITH ON SITE CONDITIONS AND OTHER TRADES. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE SIMILAR IN NATURE TO THE DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL OF THE ENGINEER. 2.) THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES REQUIRED TO PERFORM HIS /HER WORK. THE CONTRACTOR WILL ADVISE NICOLI ENGINEERING, INC. PERSONNEL OF SAFETY ISSUES. 3.) THE DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE SIMILAR IN NATURE TO THE DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL IN WRITING (WITH SKETCH OR DRAWING WHEN NECESSARY) OF THE ENGINEER. 4.) CHANGES IN CONSTRUCTION DETAILS, MEMBERS, AND ETC, MUST BE CONFIRMED BY WRITTEN MEMO AND /OR SKETCH FROM ENGINEER. 5.) DRAWINGS ISSUED TO SUBCONTRACTORS AND FABRICATORS WILL BE ISSUED AS COMPLETE SETS IN 8 I/2" x Il" AND 11 x 11 FORMAT. PARTIAL PHOTO COPIES ARE NOT PERMITTED. THIS IS TO PREVENT THE USE OF INCOMPLETE INFORMATION. ADDITIONAL COPIES MAY BE OBTAINED FROM THE CUSTOMER OR THE ENGINEER. 6.) CODES CHANGE CONTINUOUSLY AND ENFORCEMENT PRACTICES VARY FROM JURISDICTION TO JURISDICTION. ENFORCEMENT AGENCIES INCLUDE THE BUILDING DEPARTMENT, THE FIRE DEPARTMENT, AND OTHERS. FOR THIS REASON, SECURE PERMITS BEFORE STARTING WORK. 1.) DIMENSIONS GIVEN ON THE STRUCTURAL DRAWINGS ARE FOR ENGINEERING AND ESTIMATION PURPOSES ONLY. FIELD ADJUSTMENTS WILL BE MADE TO LOCATIONS AND ELEVATIONS GIVEN. 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 IC011 I Project: JACKSON BUSINESS CENTER Page: 3 `N Client: DAVID METZGER By JDA ENGINEERING, INC. Job No.: 12 -0502 Date: 6-14 -2012 EXISTING ROOF TRUSSES - TYP. Il a o a ■ 2 EXISTING d) Nv4C UNIT w \ ° TRUSS A__ - / (3) TRUSSES TO TRUSS C / ` BE MODIFIED NEW FdvAC UNIT (483 LBS.) / 9 NORTH ROOF TRUSS PLAN 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2088 Fax: (503) 374 -9778 1 EXISTING SINGLE JOIST `N col 1 NOTE: SIMPSON CMST12 EACH SIDE w/ 24 - •r 1 11•... i r. 1 SIMPSON 5010112 SCREWS AT EACH SIDE SIMPSON CMST STRAP ESR -2105 SIMPSON CMST12 EACH SIDE w/ 24 - • "1►► 11,1 1•M■ Fl.I. SIMPSON SD SCREWS ESR -3046 EXISTING DOUBLE SIMPSON SD101 12 SCREWS AT EACH 510E OF THE EXISTING SPLICE 9025 S.11. Center SL - Tigard, Oregon 97223 /OIST OF THE EXISTING SPLICE I- I}' "` "tt Y INTERMEDIATE ATTACHMENT ® 14" 1.1-1--.-1.-Li ar C l am) 37 NEW IMPSON CMST12 w/ 48 - SIMPSON �ST� AIR - HANDLING SD10112 SCREWS AT EACH SIDE OF THE s Uh UNIT EXISTING SPLICE ON THE BOTTOM FACE OF EXISTING SINGLE JOIST a. . 41, THE BOTTOM CHORD k ` 99M ' .% 1 ,,. ■ . ■ ,,, , , , ,,, , .. ., r I ® PLAN VIEW '• 0601 EXISTIING DOUBLE JOIST w/ ®1 R A " = 1 SIZE IZE IN 22" x 34" / ADDITIONAL MI BNB X, 1M1 DRAWING 2 x 6's AT THIS END ONLY Ail 2 - SDS 1 1/2" TO EACH END OF el EXISTING SIMPSON CMST12 EACH SIDE w/ SIMPSON up EACH MEMBER, EACH SIDE AT ALL GANG EXITING i SPLICE SCREWS AT THE EXISTING SPLICE NAIL PLATES OR 16ga PLATES SP r .+ r it \ � .\ /\ ING \ Y/ 2• _ — _l —+ SIMPSON CMST12 w. p IMPSON SD91 12 i rl 3 ' -4 • 1 $O LDOTH SPLICE - IIEFFRENCE—r SCREWS ON THE BCTTJM FACE OF THE Rum= - . - END LENGTH BOTTOM CHORD LENGTH END 9• -10' - -1 r -10• 9• -10' it -10' ® ELEVATION VIEW ® 1/2" = 1' -O" IN 22" x 34" DRAWING SIZE 4B VIEW L OKING UP NEW r n AIR - HANDLING P" ' n■ ' V UNIT I EXISTING �������� � � � � �: • � � SPLICE ����� , .1, PROJECT: METZGER TRUSS SINGLE JOIST TO I1/ 111 i S INGLE JOIST TO 1 I I LA UPGRADE BE REINFORCED ■ffEf■ BE REINFORCED • I I j j 1 EXISTING ADDED WE EDGE CLIENT: DOUBLE JOIST MEMBERS AND 2 x 6's C I DAVD METZGER ADDED TO THE TOP AND BOTTOM CHORDS • KO •• 44 II∎ ∎∎ •■'• ∎ ∎ ∎∎ • ■■ SUBMITTALS: �N A 11 ,� I � 3 4 EXISTING SPLIC if DOUBLE JOIST w/ ADDITIONAL 2 x :nn: •1 6's AT THIS END ONLY SIMPSON CMST12 w/ SIMPSON / DOUBLE JOIST _ 509112 SCREWS ON THE BOTTOM ✓ / 3D SCREW GEOMETRY FACE OF THE BOTTOM CHORD S1 1/2" = 1' -0" IN 22" x 34" g illr DRAWING SIZE 3C SECTION 0END VIEW NEW ilL 016_ Ai `� AIR- HANDLING ®1 /2" = 1' -0" IN 22" x 34" 1 /2" = 1 • -0" IN 22" x 34" DRAWING SIZE DRAWING SIZE Date: JUNE 12. 2012 * UNIT Scale: Drawn by NOTED CHRIS TY \`�_ Checked by ANDREWS Job EXISTING �` \` Drawing No.: . 12-0502 SPLICE � Drawing No.: � \`� EXISTING ``` PEKE DRAWINGS ISSUED TO SUBCONTRACTORS AND FABRICATORS WILL BE ISSUED AS COMPLETE SETS IN 11 x 17 OR 22 x 34 FORMAT. PARTIAL 8 1/2 x 11 PHOTOCOPIES ARE NOT PERMITTED. THIS IS TO PREVENT THE USE OF INCOMPLETE INFORMATION. ADDITIONAL COPIES OF THE ® \`— DRAWINGS MAY BE OBTAINED FROM DAVID METZGER OR NICOLI ENGINEERING, INC. FOR USE ON THE METZGER TRUSS UPGRADE PROJECT. 4 VIEW LOOKING UP TO THE SOUTH EAST EXISTING THERE IS ONE STRUCTURAL DRAWING IN THIS SET. SHEET SPLICE 1/2" = 1' -0" IN 22" x 34" `_ DO NOT MAKE ELECTRONIC COPIES OF THE ORIGINAL DRAWING COMPUTER FILE OR ANY PART DRAWING SIZE OF IT. VIOLATORS ARE SUBJECT TO CRIMINAL AND CIVIL PENALTIES BY THE BOARD OF ENGINEERS AND INDUSTRY CONSULTING ENGINEERS NNico I DAVID METZGER TRUSS UPGRADE Craig En Christy , PE. ENGINEERING, Inc. Structural g O9 9025 sw Center St Expires ineer 12/31 /2013 999 PO Box 23784 Tigard, OR 97281 January 6, 2010 Phone: 503 620 6086 16:26 Fax: 503 684 3636 6/13/12 12 -0502 Metzger Truss Upgrade.xls A B C D E F G H I J K L M N Existing Double Gang Truss Photo ra hs Page - 1 /13 lit !„,;.„,izIry i .,., , a p , :, ,,, , A : - , i f P:i g . -..,,, f;:, f f. , fin 1 • LOOKING EAST � t lateral deflection to the South LOOKING WEST 3'- .4 j 1., 4 splice \---'/./ LOOKING SOUTH WEST .4 LOOKING WEST row 60 • NI C O Ii DAVID MET2GER T RUS S UPGRADE Craig Chri sty, P.E. ENGINEER In c. Structural Expires Engineer 9025 sw Center St 12/31/2013 9999 PO Box 23784 Tigard, OR 97281 January 6, 2010 Phone: 503 620 6086 16:26 Fa x: 503 684 36 36 6 /1 3/ 12 12 -0502 Me tzger Trus U pgradexls N 13 A B C D E F 0 H I J K L M Exis Double Gang Truss Photo - - Co ntinued Page 21 3w �•a h h ' �'�� ,i'%.7,,, _ row 70 r ro w 80 TY PICAL GAN N AIL PLATE ow , ,„ .,.,,. ,' ' r .- --- ! _ ;7;1 ,7iii - 1 ,:' row 90 ate - . n 11 � TRU LOOKING SOUTH ,*10'.' row 0 r, J 'Lf 1 I\I' cO I DAVID METZGER TRUSS UPGRADE Craig Christy, P.E. ENGINEERING, Inc. Structural Engineer OR 9999 9025 sw Center St Expires 12/31/2013 PO Box 23784 Tigard, OR 97281 January 6, 2010 Phone: 503 620 6086 16:26 Fax: 503 684 3636 6/13/12 12 -0502 Metzger Truss Upgrade.xls A B C D E F G H I J K L MN Existing Double Gang Truss Photographs -- Continued Page - 3 13 t d 6 plates total DOUBLE TRUSS REINFORCED HEEL LOOKING SOUTH EAST I chord d 1.792ftCL -CL c 0.896 A chord 16.5 inA2 =2 1.5 ' 5.5 _ A d ^2 d h ^3 /12 C 0.896 ft 10.750 1906.8 41.6 10.750 1906.8 41.6 I sum 3896.8 inA4 .• I'licol I DAVID METZGER TRUSS UPGRADE Craig Christy, P.E. ENGINEERING, Inc. Structural Engineer OR 9999 9025 sw Center St Expires 12/31/2013 PO Box 23784 Tigard, OR 97281 January 6, 2010 Phone: 503 620 6086 16:26 Fax: 503 684 3636 6/13/12 12 -0502 Metzger Truss Upgrade.xls A B C D E F G H I J K L M N Truss Diagram Page - 4 ;13 12 2 x 6 0.751 splice' ,\ __� __-� 2. 2 2.208 2 x 6 row 170 1.802 , < 9.833 18.75 < 9.833 0.458 39.33 Spacing 32 in snow 25 psf DL 17 psf w 112 lb /ft row 180 span 39.33 ft M 21.66 k -ft 112 ' 39.33 "2 /8 /1000 snow + LL unit 652 lbs 48TC -A07 M spans 25.01 k -ft from spans calculation row 190 SPAN 1 L = 39.33 ft E = 29000 ksi DL = 0.112 k/ft I = 1 inA4 LL = 0 k/ft w1 /w2 0 0 F_1 & F_3 no trapzoidal load x1 /x2 0 39.33 load sensitivity < 5 % wl /w2 0 0 F_2 & F_4_DL no trapzoidal load x1 /x2 0 39.33 load sensitivity < 5 % row 200 Input P DL 0.652 Input P LL Input X 0 2.4 10.291 11.799 15.732 19.665 23.598 27.531 31.464 35.397 39.33 -- Output Range RI 2.68 I 2.42 0.88 0.71 0.27 -0.17 -0.61 -1.05 -1.49 -1.93 I -2.37 I8 -2.37 M 0.00 6.12 21.69 22.89 24.82 25.01 23.47 20.20 15.20 8.47 0.00 d 0.0 -48.3 -182.8 -200.9 -233.4 243.0: -229.8 -195.1 -141.9 -74.8 0.0 row 210 ■ i DAVID METZGER TRUSS UPGRAD F III' C O Craig Christy, P.E. ENGINEERING, Inc. Structural Engineer OR 9999 9025 sw Center St Expires 12/31/2013 PO Box 23784 Tigard, OR 97281 January 6, 2010 Phone: 503 620 6086 16:26 Fax: 503 684 3636 6/13/12 12 -0502 Metzger Truss Upgrade.xls A B C D E F G H I J K l M N Chord Force at Mid -Span Page - 5 /13 d 1.792 CL -CL T, C 13.96 k 25.01 /1.792 Nominal Actual Actual row 220 Size t d A S,, l S I M� 2 x 6 1.5 5.5 8.25 7.6 20.8 2.1 1.5 -� Mx i Tabulated Values for Visually Graded Dimension Lumber NDS (TABLE 4A & 4B) Species and size Fb Fb F, F„ F,- F, II E commercial grade class Single Repet. tension Horiz. x 10 row 230 AITC DF -L Select Structur 1 1400 900 75 405 1500 1600 +Mx 0.00 k -ft I Lux 4.00 ft unsupported span restraining X -X buckling •; - d = 5.50" Fb 2.093 ksi Fb * CD ' CF • Ct ' Cfu /1000 NDS 3.3.3.8 fbx allowed 0.000 ksi +Mx * 12 / Sx NDS 3.3.2 t = 1.50" OK fbx 0.000 < Fbx° 2.093 +My 0.000 k -ft bending about y -y axis row 240 L 2.0 ft unsupported span restraining Y -Y buckling Fb 2.093 ksi Fb /1000 • CD ' CF ' Ct • Cfu NDS 3.3.3.8 OK fby 0.000 < Fby' 2.093 =12.09/2 P comp 6.980 k axial compression F 1.540 ksi Fc /1000 ' CD • CF • CP • CM * Ct 1,500 /1000 • 1.15 ' 1.30 * 0.687 ' 1.00 ' 1.00 row 250 OK fc 0.846 < Fc' 1.540 Axial Bending x Bending y 0.373 + 0.000 + 0.373 = 0.373 OK =12.09/2 P tens 6.980 k axial tension OK 0.846 5 1.346 row 260 ■ i DAVID MET TRUSS UPGRADE N' C O Craig Christy, P.E. ENGINEERING, Inc. Structural Engineer OR 9999 9025 sw Center St Expires 12/31/2013 PO Box 23784 Tigard, OR 97281 January 6, 2010 Phone: 503 620 6086 16:26 Fax: 503 684 3636 6/13/12 12 -0502 Metzger Truss Upgrade.xls A B C D E F G H I J K L M N Chord Force at Splice Page - 6 /13 d 1.7 ft M 21.69 k - ft T chord 12.76 k 6.38 k /truss Nominal Actual Actual Size t d A Sxx lx„ Syy Iyy 2 x 6 1.5 5.5 8.25 7.6 20.8 2.1 1.5 row 270 M Tabulated Values for Visually Graded Dimension Lumber NDS (TABLE 4A & 4B) Species and size Fb Fb F, F„ F F° ll E commercial grade class Single Repet. tension Horiz. x 10 AITC DF -L No.2 1 850 500 75 405 1250 1300 2" & wider row 280 • +Mx 0.00 k -ft Lux 4.00 ft unsupported span restraining X -X buckling ; d = 5.50" F 1.271 ksi Fb • CD • CF • C, • Cr. noon NDS 3.3.3.8 1 =--= fbx allowed 0.000 ksi +M • 12 / S NDS 3.3.2 t = 1.50" OK fbx 0.000 < Fbx° 1.271 +My 0.000 k -ft bending about y -y axis L, 2.0 ft unsupported span restraining Y -Y buckling row 290 Fb 1.271 ksi Fb /1000 • CD • CF • C, • C NDS 3.3.3.8 OK fby 0.000 < Fby' 1.271 =12.76 /2 P comp 6.380 k axial compression F 1.267 ksi F /1000 ' CD ' CF • Cp • CM • C, 1,250 /1000 1.15 1.30 • 0.678 * 1.00 • 1.00 OK fc 0.773 < Fc' 1.267 row 300 Axial Bending x Bending y 0.373 + 0.000 + 0.373 = 0.373 OK _12.76 /2 P tens 6.380 k axial tension I I!! 0.773 > 0.748 Bottom chord requires reinforcing row 310 IJ I c O I I DAVID METZGER TRUSS UPGRADE Craig Christy, P.E. ENGINEERING, Inc. Structural Engineer OR 9999 9025 sw Center St Expires 12/31/2013 PO Box 23784 Tigard, OR 97281 January 6, 2010 Phone: 503 620 6086 16:26 Fax: 503 684 3636 6/13/12 12 -0502 Metzger Truss Upgrade.xls A B 0 D E F G H J K L M N Tension Splice Page - 7 /13 PL L 18.0 ini :,.. tat ro s3~a.. &.: s ' "*T-‘ , PL 5.5 in -,a <h; _, . t , 0.857 0.917 teeth 294 quantity =14 * 21 row 320 917 Simpson Equivalent -- See the Following Charts 22 rows 0.857 teeth 484 quantity relative 0.607 row 330 For Simpson AS -20 q 211 Ibs /in ^2 1161 Ibs /in T 7.05 k 0.607 * 1,161 ' 10 /1000 d 1.7 ft M 21.69 k - ft T chord 12.76 k row 340 6.38 k /truss 7.05 > 6.38 k OK TABLE 1 —AS -20 AND AS- 18 -I-ES ALLOWABLE LATERAL RESISTANCE VALUES' (Ib!in=/PLATE) LUMBER SPECIES SG AA EA AE EE Spruce-pine -fir 0.42 211 170 ';.-0 138 Southern yellow One '.55 246 195 65 185 350 For SI: 1lb+it. = 6_9 kPa. 'Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one facej. To achieve values. plates of equal size must be installed on opposite sides of the point with the teeth oriented in the same direction 'AA = Plate parallel to load, wood grain parallel to load. EA = Plate perpendicular to load, wood grain parallel to load. AE = Plate parallel to bad, wood grain perpendicular to load EE = Plate perpendicular to load. wood grain perpendicular to load. *Alt truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses. muhip a roller presses that use partial embedment followed by 'WI- embedment rollers, or combinations of genial embedment roller presses ant hydraulic -platen presses that feed trusses into a stationary finish roller press. `Specific gravity. row 360 ,...? hi N . �O I ' • DAVID METZGER TRUSS UPGRADE Craig Christy, P.E. ENGINEERING, Inc. Structural Engineer OR 9999 9025 sw Center St Expires 12/31/2013 PO Box 23784 Tigard, OR 97281 January 6, 2010 Phone: 503 620 6086 16:26 Fax: 503 684 3636 6/13/12 12 -0502 Metzger Truss Upgrade.xls A B C D E F G H I J K L M N Tension Splice -- Coninued Page - 8 /13 ESR -2762 I Most Widely Accepted and Trusted Page 3 of 3 TABLE 2 —EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY FORCE DIRECTION AS-20 AS- 18.445 Efficiency Pounds./ inch/Pair of Efficiency Pounds! inchlPair of Connector Plates Connector Plates Tendon Values in Accordance with Chapter 5.4.4.2 of TPI 1 -2002 (Minimum Net Section over the Joint? Tension a 0r 0.51 201 0.50 1728 Tension aI DO' 0.81 801 0.50 1726 Tension 'Values in Accordance with TP1-1 -2002 with a Deviation [see Chapter 5.4.8 (.)J r0 W 370 Maximum Net Seaton 'Occurs over the Joint' Tension a 0° 0.83 1113 0.53 2177 Tension 0 Dos 0.52 515 0.51 1783 Shear Values Shear at 0° 0.57 871 0.58 1335 Shear at 30 0.85 755 0.86 1521 Shear at 60° 0.82 855 0.75 1728 Shear at 90° (Minimum). 0,46 542 0.50 1152 Shan at 50° (Maximum)' 0.50 850 0.58 1335 Shear at 120° 0.50 580 0.46 1060 Shear at 150° 0.57 871 0.52 1 188 For SI: 1 !Winch = 0.175 nlmm. 1 inch = 25.4 mm. row 380 'Minimum, coated thickness for 20 gage is 0.0356 inch (0.804 mm) and for 18 gage is 0.0460 inch (1.184 mm). in accordance with Chapter 4.3.4 of ANSI/ El 1 -2002. Minimum coating thickness for G80 is 0.0010 inch (0.025 mm). total, for both sides in accordance with Chapter 4.3.6 of ANS VTP I 1-2002. Minimum Net Seaton - A line through the plate's tooth pattern with the minimum amount of steel for a specked orientation_ For these prates, this fine passes through a rive of slots. 'Maximum Net Section - A Iine through the plate's tooth pattern with the maximum amount of steel for a specifies orientation. For these plates. this tine passes through a section of the plate with no shots. f1 row 390 • _ __._. 1 000000E00000_ 3 -1S-HS one c �o Q _ 900 0o00000 A3-20 0OO DOQQ . ED]a r. AA3.18 -HS AS -20 00:00100:00[ row 400 lU o o— .... — —J : : LO0 (1[0II 40(?0]_? 125 H f 7.30 FIGURE 1 —AS -20 PLATE PATTERN FIGURE 2— AS -18-HS PLATE PATTERN (DIMENSIONS 24 INCHES) (DIMENSIONS IN INCHES) row 410 ' O l i DAVID METZGER TRUSS UPGRADE C Craig Christy, P.E. ENGINEERING, Inc. Structural Engineer OR 9999 9025 sw Center St Expires 12/31/2013 PO Box 23784 Tigard, OR 97281 January 6, 2010 Phone: 503 620 6086 16:26 Fax: 503 684 3636 6/13/12 12 -0502 Metzger Truss Upgrade.xls A B C D E F G H I J K L M N n. siagona •age - 9 13 splic 2.208 _ I I A_A- 2x6 4.802 <-- - 9.833 < 18.75 row 420 A \ V 2.208 2.4T L chord 3.262 ft R 2.68 k T chord 2.92 k T diagonal 3.96 k row 430 Nominal Actual Actual Size t d A S Ixx S l 2 x 4 1.5 3.5 5.25 3.1 5.4 1.3 1.0 Species and size Fb Fb F, F„ Fc II E commercial grade class Single Repet. tension Horiz. x 10 AITC DF -L No.2 1 850 500 75 405 1250 1300 2" & wider d = 0.00" row 440 1G t = 0.00" Fb 1.466 ksi Fb /1000 • CD • CF • Ct • Cfu NDS 3.3.3.8 OK fby 0.000 < Fby' 1.466 =3.96/2 P comp 1.980 k axial compression F,' 0.684 ksi Fc /1000 • CD • CF • CP • CM • Ct 1,250 /1000 * 1.15 • 1.50 • 0.317 * 1.00 1.00 row 450 OK fc 0.377 < Fc' 0.684 Axial Bending x Bending y 0.000 + 0.000 + 0.000 = 0.000 OK =3.96/2 P tens 1.980 k axial tension OK 0.377 <_ 0.863 row 460 • Ii DAVID METZGER TRUSS UPGRADE N i O Craig Christy, P.E. ENGINEERING, Inc. Structural Engineer OR 9999 9025 sw Center St Expires 12/31/2013 PO Box 23784 Tigard, OR 97281 January 6, 2010 Phone: 503 620 6086 16:26 Fax: 503 684 3636 6/13/12 12 -0502 Metzger Truss Upgrade.xls A B C D E F G H J K L M N End Diagonal Plates Page - 10 /13 Per the fabricator's drawing C - 5 x 11.9 Common Wire Nails Estimate that 1/4 of plate is on the diagonal web Penny Weight D L PL L 6.0 in 10d 0.148 3 PLh 2.5 in 12d 0.148 3.25 SD 16d 0.162 3.5 #10 SD relative 0.607 row 470 For Simpson AS -20 q 190.5 Ibs /inA2 =(211 + 170) /2 476 lbs / in T 1.74 k 0.607 ' 476 ' 6.0 /1000 1.980 > 1.74 provided Reinforce web to chords plates row 480 Strong Drive SD & SDWF ESR - 3046 TABLE 5 — CONNECTION GEOMETRY SCREW CONDITION' MINIMUM DISTANCE OR SPACING (m.) SERIES Main Member Wood Side Member Perpendicular to grain loading 1 1 Edge distance Parallel to grain loading `' /, 1 /2 Perpendicular to grain loading 2 2 End distance SD Parallel to grain loading 2 27 / , 6 Between fasteners in a row 2 2 Spacing Between rows ' /2 14 1,6 Between staggered rows '12 1 12 Edge distance Withdrawal loading 1 NA SDWF End distance Withdrawal loading 4 NA2 Spacing Between fasteners in a row S NA For SL 1 inch = 25.4 mm. 'Edge distances, end distances and spacing of the screws must be sufficient to prevent splitting of the wood, or as required by this table, whichever is the more restrictive. 2 The SDWF series screws must be used with the Talie -Up Washer (TUW). as descnbed in ESR -2320. Simpson Strong -Drive SD Screws SD10112 138 lbs V required 1.980 quantity 14 For a 1.980 k web axial force, use 14 - SD10112 screws 7 screws each side of joint, each side of web in Simpson ST 2122's row 510 ■ DAVID METZGER TRUSS UPGRADE mNicoli Craig Christy, P.E. ENGINEERING, Inc. Structural Engineer OR 9999 9025 sw Center St Expires 12/31/2013 PO Box 23784 Tigard, OR 97281 January 6, 2010 Phone: 503 620 6086 16:26 Fax: 503 684 3636 6/13/12 12 -0502 Metzger Truss Upgrade.xls A B C D E F G H I J K L M N End Diagonal Plates -- Continued Page - 11 !13 For Simpson SDS 1/4" x 6" through 16ga side plate 1.98. Long Screw Vertically Through Web to Chord 1.400 Lateral 250 lbs Withdraw 172 lbsfinch 1.400 L thread 3 inch 1 Withdraw 516 lbs row 520 Hankinson's Calculation for loads and angle to grain Fn = Fc parallel x Fc perpindicular / (Fc par sinA2 a + Fc perp cos ^2 a) Fc_par 0 k page 72 Western Woods Use Book, UBC 2339.3.4 '94 Fc_perp 0.516 k angle_a 45 degrees from parallel / direction acting in shear Fn 0.337 k allowed on bolt Quantity 5.88 screws NO Good, insufficient room row 530 SDS ESR -2236 TABLE 4— CONNECTION GEOMETRY CONDITION MINIMUM DISTANCE OR SPACING (Inches) Edge distance Perpendicular to grain loading Parallel to grain loading 1 End distance Perpendicular to grain loading 4 Parallel to ruin loading 3 540 Spaang Between fasteners in a row 3 Between rows 3 Between staggered rows 1 'f For SI: 1 inch = 25.4 mm. 'Edge distances, end distances and spacing of the screws must be sufficient to prevent splitting of the wood, or as required by this table, whichever is the more restrictive. Replace Plate Capacity Lateral 250 lbs Quantity 7.92 screws NO Good, insufficient room row 550 Partial replacement difference 0.244 Quantity 0.98 screws OK mTm 2 - Simpson SDS 1/4" x 1 1/2" through 16ga side plate • • • each member, each side, each end row 560 .a DAVID MET TRUSS UPGRADE MNicoli Craig Christy, P.E. ENGINEERING, Inc. Structural Engineer OR 9999 9025 sw Center St Expires 12/31/2013 PO Box 23784 Tigard, OR 97281 January 6, 2010 Phone: 503 620 6086 16:26 Fax: 503 684 3636 6/13/12 12 -0502 Metzger Truss Upgrade.xls A B C 0 E F G H I J K L M N Single Member Truss Page - 12 /13 SPAN 1 L = 39.33 ft E = 1600 ksi DL = 0.112 k/ft I = 3896.8 in ^4 LL = 0 k/ft w1 /w2 0 0 F_1 & F_3_DL no trapzoidal load x1 /x2 0 39.33 load sensitivity < 5 % w1 /w2 0 0 F_2 & F_4 _DL no trapzoidal load x1 /x2 0 39.33 load sensitivity < 5 % row 570 Input P DL Input P LL splice Input X 0 3.933 9.833 11.799 15.732 19.665 23.598 27.531 31.464 35.397 39.33 -- Output Range RI 2.20 I 1.76 1.10 0.88 0.44 0.00 -0.44 -0.88 -1.32 -1.76 I -220 R -2.20 M 0.00 7.80 16.24 18.19 20.79 21.66 20.79 18.19 13.86 7.80 0.00 d 0.00 -0.30 -0.69 -0.79 -0.92 -0:97 -0.92 -0.79 -0.57 -0.30 0.00 L / 488 Fixity = 1 (1= pinned, 0= fixed) row 580 d 1.792 CL -CL C, T 9.07 k 16.24 /1.792 Splice Plates T 7.05 k splice plate equivalent r chord 6.38 k allowed =0.773 • 1.5 5.5 DF -Larch #2 I splice 2.69 k required row 590 1.5" • • • • • • 0 • • • 0 • • • - 3.5" > :1.75" > row 600 Required 46.21 quantity 6.38 /0.138 Capacity 6.624 k =0.138 ' 48 Simpson CMST12 Max allowed 9.215 k Simpson SD1012 @ 0.138 k/screw 24 screws each end /each side row 610 ...• R• ISI' �O �' DAVID METZGER TRUSS UPGRAD Craig Christy, P.E. ENGINEERING, Inc. Structural Engineer OR 9999 9025 sw Center St Expires 12/31/2013 PO Box 23784 Tigard, OR 97281 January 6, 2010 Phone: 503 620 6086 16:26 Fax: 503 684 3636 6/13/12 12 -0502 Metzger Truss Upgrade.xls A B C D E F G H I J K L M N Truss Bottom Chord Page - 13 13 SOLID SAWN COLUMN AND BEAM DESIGN NDS - 1997 Nominal Actual Actual Size t d A Sxx Ixx S I My 2 x 4 1.5 3.5 5.25 3.1 5.4 1.3 1.0 1_rr��►► M Tabulated Values for Visually Graded Dimension row 620 Lumber NDS (TABLE 4A & 4B) Species and size Fb Fb F F„ F Fc II E commercial grade class Single Repet. tension Horiz. x 10 AITC DF -L No.2 1 850 500 75 405 1250 1300 2" & wider +Mx 0.00 k -ft T Lax 4.000 ft unsupported span restraining X -X buckling j' d = 3.50" Fb 1.466 ksi Fb * CD * CF * Ct * Cf„ /1000 NDS 3.3.3.8 fbx allowed 0.000 ksi +M * 12 / S NDS 3.3.2 t = 1.50" row 630 OK fbx 0.000 < Fbx° 1.466 +My 0.000 k -ft bending about y -y axis L. 1.000 ft unsupported span restraining Y -Y buckling F 1.466 ksi Fb /1000 * CD " CF * C, " Cf„ NDS 3.3.3.8 OK fby 0.000 < Fby' 1.466 P comp 9.833 k axial compression row 640 F,' 1.645 ksi F /1000 * CD * CF * Cp • CM * Ct 1,250 /1000 * 1.15 1.50 * 0.763 * 1.00 1.00 ! ! ! fc 1.873 > Fc' 1.645 Axial Bending x Bending y 1.296 + 0.000 + 1.296 = 1.296 ! ! ! splice P tens 9.833 k axial tension row 650 !!! 1.873 > 0.863 P allowed 4.125 k 500 * 1.5 ' 5.5 /1000 Splice reqd 5.708 k M allowed 7.39 k -ft occurs at 3.933 ft from the end row 660 13 up o t2 -c ' g3 Nicoli Engineering, Inc. -7 6 OS'4/ bur" 5civ PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax:1 503) 68 APR 2 5 2012 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS FOR: JACKSON BUSINESS CENTER - SUITE 500 TENANT IMPROVEMENTS FOR "THE KOR" 7800 SW DURHAM ROAD TIGARD, OR 97223 „s PRo, e A y.= ,s-c LI 7 98PE r'0 • GON -571 ✓ 0 / 15, 705 N F. TUFk I EXPIRES . 6 / 30 / I JOB NO.: 111005 CLIENT : DAVID METZGER PREPARED BY : SET CHECKED BY : . DATE : 3.23.2012 PAGE I OF 2.1 Project: It►'z Page: \NICOII Client: By. 4 ENGINEERING, INC. Job No.: 1 1 _+Uo Date: S AS 1L W,516Wr 1.2g22ii,N►Nr 1 gS - t - (ij cLgtotJ s ir- �! p ( tab C IJ t uE� ) b ` NS U( r�/i< 1r) p-S t. 1 °u- )E i <, w► -s / d 3 . fit J O ',Ts SNP 1Nh = 2,S ow- Gr%►/.. 1001 : 2, o Sf M1 S % ,; `5F 10, eV. - d fSf (oi- I it- of oef NA.0 -s uPpr.-fi- Lowkst w/W-s l9a1,,c. c�N Ote It? tS ' 1G dJ T,, ' iSM1G WlI64-h 1-1 = (19 s (1 = 1 UPI 9- OPettiS = 2 8/1C" (,ow WAS - '' (ti/2)(1) Z 4 . II ,lab& 1) i I in n 01) 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 • Nicoli Engineering, Inc. Title : The KOR Job # 11 -1005 PO Box 23784 Engineer: Tigard, OR 97281 Project Desc.: .... Rioted. 8 MAR 2912. 3•54PN ASCE Seismic Base Shear File: x:120110.111005 David 4letzger Js kson Business Center - Suite 500 T.9Catulations■calculations eci ENERCALC, INC. 1983 - 2011, Build:6.12.3.6, Ver:6.1.63.( Lic. * : KW- 06003670 Licensee : NICOLI ENGINEERING Lateral Force at Mezzanine Level Occupancy Category Calculations -_ per ASCE 7 05 Occupancy Category of Building or Other Structure : 'II' : All Buildings and other structures except those listed as Category I. III, and IV ACSE 7 Page 3, Table 1 - Occupancy Importance Factor = 1 ACSE 7 - 05, Page 116, Table 11.5 - USER DEFINED Ground Motion ASCE 7 -05 9.4.1.1 Max. Ground Motions, 5% Damping Ss = 0.9310 g, 0.2 sec response S 1 = 0.3350 g, 1.0 sec response Site Class, Site Coeff. and Design Catego_gi Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7 -05 Table 20.3 -1 Site Coefficients Fa & Fv Fa 1.13 ASCE 7 - 05 Table 11.4 - & 11.4 - (using straight - line interpolation from table values) Fe = 1 - 73 Maximum Considered Eartquake Acceleration S MS = Fa • Ss = 1.050 ASCE 7 - 05 Table 11.4 - S M1 = Fv *S1 = 0.580 ASCE 7 - 05 Table 11.4 - Design Spectral Acceleration s 0 = S Ms 213 = 0.700 ASCE 7 -05 Table 11.4 -3 S DI = S M1 * 2/3 = 0.386 ASCE7 -05 Table 11.4 -4 Seismic Design Category - D ASCE 7 - 05 Table 11.6 - Resisting System ASCE 7.05 Table 12.2-1 Basic Seismic Force Resisting System ... Bearing Wall Systems Light - framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient " R' = 6.50 Building height Limits : System Overstrength Factor ' Wo' = 2 Category 'A & B" Limit: No Limit Deflection Amplification Factor ' Cd " = 4.00 Category 'C" Limit No Limit Category "D" Limit: Limit = 65 NOTE! See ASCE 7 -05 for all applicable footnotes. Category "E" Limit: Limit = 65 Category "F" Limit: Limit = 65 Redundancy Factor _ ASCE 7-05 Section 12.3.4 Seismic Design Category of D, E, or F, Redundancy Factor " p " Set by User to = 1.0 Lateral Force Procedure ASCE 7 Section 128 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7 - 05 12.8 Determine Building Period Use ASCE 12.8 - Structure Type for Building Period Calculation : All Other Structural Systems "Ct "value = 0.020 " hn ": Height from base to highest level = 12.0 ft "x "value = 0.75 "Ta "Approximate fundemental period using Eq. 12.8 -7 : Ta = Ct' (hn " x) = 0.129 sec - 'M." : Long - period transition period per ASCE 7 -05 Maps 22 -15 -> 22 -20 16.000 sec Building Period " Ta " Calculated from Approximate Method selected = 0.129 sec _ " Cs "Response Coefficient ASCE 705 Section 12.8.1.1 S D8 Short Period Design Spectral Response = 0.700 From Eq. 12.8-2, Preliminary Cs = 0.108 ", " R" : Response Modification Factor = 6.50 From Eq. 12.8 -3 & 12.8 -4 , Cs need not exceed = 0.461 " I ": Occupancy Importance Factor = 1 From Eq. 12.8 -5 & 12.8.6, Cs not be less than = 0.031 Cs : Seismic Response Coefficient = = 0.1077 . Nicoli Engineering, Inc. Title The KOR Job # 11 -1005 PO Box 23784 Engineer: Tigard, OR 97281 Project Desc.: _ Printed. & MAR ro12. saaarr % F lb: z :1201 8•111005 David Mehper Jackson Business Center - Suite 500 T.11ralcula8onslcak ulatfons.era ASCE Seismic Base Shear ENERCALC, INC. 1983-2011 ,BuiId:5.12.36, Lic. U : KW- 06003670 Licensee : NICOLI ENGINEERING Seismic Base Shear Calculated for Strength Design Load Combinations ASCE 7-05 Section 12.8.3 Cs = 0.1077 from 12.8.1.1 W ( see Sum Wi below) = 40.25 k ✓ Vertical Distribution of Seismic Forces Seismic Base Shear V = Cs • W = 4.33 k " k " : hx exponent based on Ta = 1.00 Table of building Weights by Floor Levet.. Level # Wi : Weight Hi :Height (Wi *Hi) "k Clot Fx • V Sum Story Shea Sum Story Moment I 40.25 12.00 483.02 1.00 4.33 4.33 0.00 Sum WI = 40.25 k Sum W • Hi = 483.02 k-ft Total Base Shear = 4.33 k Base Moment = 52.0k Diaphragm Forces : Seismic Design Category "D ", "E" & "F" ASCE 7 - 05 9.5.2.6.4.4 Level # Wi Fi Sum Fi Sum Wi Fpx 1 40.25 4.33 4.33 40.25 5.63 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level 0.20 *S Ds * I *Wpx MAX Req'd Force @ Level 0.40 * S • I * Wpx Fpx : Design Force @ Level Wpx * SUM(x - >n) Fi / SUM(x - >n) wi, x = Current level, n = Top Level ` t "K A-$.0 L-c Q Guts, i5s N A-Tu�- -S r - V - O/ (4 - ,031 -c = 3� - 1.5 4 4f2Cz KE Zz.. u.wr • • Project: ILOrL Page: 5 N 1 O'' Client: By. Ser-- ENGINEERING, INC. Job No.: (k , Ic,0" Date: New s (A)Ikt - p . 1153 P5F I r I I 4. - ' wl �. 4 1.=s' L ;11' I �,. L-8' 2 v5 --74-4.- (E)5W-1 514 -7\i ' sW G *j = i � `3 \ � \ S43.OE , - el to ` (r_-) sw_2- c ) 51 v) H '& \-11..) \ W - '`x„ , VP9 or(5) SIB 0 1 -powN5 . tzUV*0 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 SHEARWALL SCHEDULE j!t'P BOTH I NAILS HOLDOU.N SHEAR ANCHORS LAP- SW - MARK SHEATHING SIDES TYPE SPACING TYPE ANCHOR EMBED. END POSTS TYPE SPACING DETAILS Z P�� SW - I I/2" CDX NO 8d 6" O.C. SIMPSON 5/8 "4 THRD'D ROD WI 5" DEL STUDS I/2 "4 HKEII 4' -0" O.G. 3/5.1 Y PLYWD. HD2A SIMPSON SET' EPDXY 4" EMBEDMENT 1I SW - 2 1/2" CDX NO 8d 6" O.G. SIMPSON 5/8 "4 THRD'D ROD W/ 5" DBL STUDS 1/2 "4 HKBII 4' -0" O.C. 3/5) PLYWD. H02A SIMPSON 'SET' EPDXY 4" EMBEDMENT SW - 3 1/2" CDX NO 6d 6" O.C. SIMPSON 5/8 "4 THRD'D ROD W/ 5" DEL STUDS I/2 "4 HKBII 4' -0" O.C. 3/5.1 PLYWD. HD2A SIMPSON 'SET' EPDXY 4" EMEEDMENT SW - 4 1/2" CDX NO 8d 6" O.G. NONE NONE DEL STUDS 1/24 HKBII 6' -0" O.C. 3/5) I I PLYWD. 4" EMBEDMENT SW - 5 1/2" CDX NO ad 5" O.G. SIMPSON 5/8"0 THRD'D ROD W/ 5" DEL STUDS 1/2 "4 HKEII 4' -0" O.C. 3/5.1 11 PLYWD. 1-1D2A SIMPSON 'SET' EPDXY -- 4" EMBEDMENT SW - 6 1/2" CDX NO 8d 5" O.G. SIMPSON 5/8 "4 THRD'D ROD W/ 5" DEL STUDS I/2 "m HKBII 3' -0" O.C. 0 PLYWD. HD2A SIMPSON 'SET' EPDXY 4" EMBEDMENT NOTES: / . - SHEAR WALLS i I. PLYWOOD 9 SHEAR WALLS MAY EXTEND BEYOND /1/1' n C ✓ PLYWOOD SHEATHING SHEAR WALL DESIGNATIONS IF REQUIRED FOR FINISHES. �A 7 • • HOEDOWN LOCATIONS 2. ALL THREADED ROD TO BE 4301 GROUTED W/ SIMPSON I� �j -�- 3. SEET EPDXY I FOR HOLDOWN DETAIL p , . ✓ " O ALL EPDXY ANCHORS REQUIRE SPECIAL INSPECTION. NOTIFY ® NICOLI ENGINEERING FOR INSPECTIONS. 4. BLOCK ALL PLYWOOD EDGES AT SHEARWALLS FRAMING NOTES PROVIDE (3) 2 x NO. 2 JAMS STUDS FOR ALL HEADER AND BEAM SUPPORT. . / , ! 60 Y12U CT L'I SHEARWALL SCHEDULE SEISMIC WIND FASTENERS /SPACING SILL CONNECTIONS MARK CAP. (PLF) CAP. (PLF) SHEATHING NAILS E.N. F.N. CONCRETE 32" PLWD OR 7/16 1 /2 "0 x 6" SIMPSON 15 SW -7 225 N/A O.S B. 8d 6" 12" TITEN HD (4 1/2" EMBEDMENT) 0 24" O.C. ft; ZU Iv a sst -n4c� 230(0 •3 HOLDOWN SCHEDULE MARK CAP. SIMPSON POST POSTS HOLDOWN ANCHORS (LBS) HOLDOWN FASTENERS EA. SIDE SW -7 2,145 DTT2Z— SDS2.5 (8) SIMPSON SDS 1/4" (2) 2 x 1/2" x 8" SIMPSON T1TEN HD (6" MIN. EMBEDMENT) x 2 1/2" SCREWS . . 1 I 8 Holdowns & Tension Ties SIMPSON HDU /DTT2Z Holdowns Strong -Tie • 40- This product is preferable to similar connectors because of i. w_� $ . a) easier installation, b) higher loads, c) lower installed cost, l l a . or a combination of these features I } O O - } b ._._, O ' i� 7 • •. HDU Holdowns are pre deflected during the manufacturing 1 O t process, virtually eliminating deflection under load due to material stretch. They use Simpson Strong-Tie Strong - Drive SDS screws which install M;n, "i,�rne f‘' O e easily and provide reduced fastener slip. Using SDS screws results in a PlaPOSes HDU ' ° 9 D not I CU reload! b 1 H ■ 1+ greater net section, when compared to bolts, as no material i removed. � • '• ° i us Patent 1 citf The HDU series of holdowns are designed to replace previous versions I I 1 6.112,455 11 \ Y ' h of the product such as PHD's as well as bolted holdowns. The HDU2, 4 ( and 5 are direct replacements for the PHD2, 5 and 6, respectively. I " DTT2Z ° The DTT2Z. tension tie is suitable for li htei duty holdown applications 0 on smote or double 2r. posts, and installs easily with Strong -Dive SOS �� I ' - -,,__ -_, �Y screws (incl The OTT2Z':,as been tested in accordance with the ICC -ES �i I / " II acceptance criteria Icr HOldCwliS Attached to Wood Members (AC155) and � 'g d ��' ��•� _ meets the minimum requirements for many' alternate braced wall panels m ••••.1 \ S � : per section P602.10.3.2 of the 2009 IPC (see tab ?e P602.10 a item 1). p g { M rrrom For more information on holdown options, contact Simpson Strong-Tie. Vertical X Ia Brood Wood size trj gner , member HDU SPECIAL FEATURES: Member Desi 3 T. micknsss • Pre - deflected body virtually eliminates deflection due Thickness ess I to material stretch. studs/Pot 1 • • Uses SOS screws which install easily, reduce fastener slip, and L l ., provide a greater net section area of the post compared to bolts. .. l - Preservative-treated may he • SOS screws are supplied with the holdowns to ensure T rRod I ' 1 required proper fasteners are used. ., " . • No stud bolts to countersink at openings. ' -, �► MATERIAL See table ' - pp• Vertical HOU FINISH: HDU - Galvanized, DTT2Z- -ZMAX` coatings f ar 4 `; Installation INSTALLATION: • Use all specified fasteners. See General Notes. i �c t • For use in vertical and horizontal applications. ' z • the HDIl requires no additional washer, the DTT requires a standar :1 I r1r r 3 Bioddng > o cut washer (included) be installed between the nut and the seal. . • To tie multiple 2x members together, the Designer must determine Typical the fasteners required to join the HDU Tie members without splitting the wood. Between . See page 28 for SOS values. For holdowns, per ASTM test Floors standards, anchor bolt nut should i i Y • See SB and SSTB Anchor Bolts on be finger -tight plus 1 / to' / turn with Amy # , pages 36 -40 for anchorage options. I a hand wrench, with consideration ; ry r . • SOS screws install best with a given to possible future wood �� , low speed high torque drill with shrinkage. Care should be taken to • I Horizontal HDU a 'A' hex head driver. not over - torque the nut. Impact I Offset Installation Hanger CODES: See page 20 for Code Reference I not sno•.ri wrenches should not be used. (Plan View) Key Chart. ( __. _ _ See footnote 7 - These products ate available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong - Tie for details g Dimensions Fasteners , Minimum Allowable Tension Loads (Ibs.) w Model (in Wood (160)' Code ZE No. Ga W H B c SO BollDia. SOS !Thickness' DF /SP SPF/HF Allowable Loads' Ref. j (in.) Screws i (in.) r z (in.) ID DTTZZ 8 -SOS Y+ i " I 15. 1825 1800 0.'.05 h 14 3'w 6'' : %:. is 1 14 ;,; !%a 3 -SDS 4x114` I 3 2145 1 1835 0.128 L8, FS ....—f. • DTT27- SDS2.5 I B -SOS %5 "x21.' ' 3 C 2145 1 2105 0.'128 170 I HOU2- SOS2.5 14 3 8 /re 131 1 516 1% °% 6- SDS'/,'x2'4` 3 3075 JJJ 2215 0.088 z • — .._.._._.._ U4- SDS 14 3 10'%F ; 3'/, j 1' /n 1% % 10-SDS j — 3 4565 3285 0.114 o •HD a HOUS- SDS2.5 14 3 13442 3'G 11/4, 116 % 14 -SOS %`x2'r'r' ; 3 5645 4065 0.115 a 3 5980 4305 0.08 HDU8- SDS2.5 10 3 16'/2 3' /a 1% 11/4 /a 20- SOS'' /'x2'4' l 31/2 6970 5020 0.116 16, L8, 41/2 7870 5665 0.113 F5 N S HDU11- SOS2.5 10 3 f 221/4 31/2 1% 11/2 1 30-SDS 1/4 1 5' o h 9535 6865 0.137 I 7'4 11175 8045 0.137 0 • HDU14- SDS2.5 7 3 25 "/e 13'4 'Mir 1 /R 1 36- SDS x2'4' 7' /i _..- ._ _..._._._.. 'r,," 10435 0.177 • I _ i 51/2" 14445" 10350` 0.177 1 . Allowable loads have been increased for earthquake or wind load durations with 5. Tension values are valid for holdowns flush or raised off of sill plate. no further increase allowed: reduce where other load durations govern. 6. Deflection at Allowable Tension tad includes fastener slip, holdown deformation 2. The Designer must specify anchor bolt type, length and embedment See SB and and anchor rod elongation for holdowns installed up to 6 above top of concrete. SSTB Anchor Bolts (pages 35'471. Holdowns may be installed raised up to 13' above top of ce.^.crete with na load 3 Structural composite lumber columns have sides that show either the wide face or the reduction provided that additional elongation of the anchor rod is occountnd for edges of the lumber strands/veneers. Values in the tables reflect installation into the 7. Tabulated loads may be doubled when the HOU is installed on opposite sides of the wide face. See technical bulletin T- SCLCOLUMN for values on the narrow face (edge) wood member provided either the post is large enough to prevent opposing holdown (see page 215 for details). screw interference or the holdowns are offset to eliminate screw interferences. 4. Post design by Specifier. Tabulated loads are based on a minlimim 312' wid Post :in a 3'.7 wail;,. Post may consist of multiple members provided they a 8. Noted HGU14 allowable loads are based on a 5'4' wide post (6x6 min.). connected independently of the heirloom fasteners. See pages 210-211 for 9. Requires heavy hex anchor nut to achieve tabulated loads (supplied with holdown). 50 common post allowable loads. Titen HD Anchors Tension Loads in Normal- Weight Concrete - Anch... http: / /strongtie .com/products /anchorsystems /mechanical /titen- hd/load... • _ q SIMPSON www.strongtie.com st » $J USA / Canada I Change Location... » Home > Products > Anchor Systems > Mechanical Anchors TITEN HD® Heavy Duty Screw Anchor for Concrete & Masonry Tension Loads in Normal - Weight Concrete A inat � ., Sim Drill I fried. Critical I Critical Temkin Load in. Mt Depth El 1cr Spacing f2001 1st fc?3001psi i f`c?a00lpsi 1 (mm) Die: is. 0111. Dte1. (13.8 HPa) Concrete (20.7 MPa) Concrete (27.6 MPa) Csecrste in. (nn) in: la. - OOimate ' std. Der.. Miewelle Allowable Uffln to Sid, Om Alkwasbin (mm) (inn) bs. (kN) bs, Om) lbs. two bs. (l d) lbs. (kN) bs. ii(N) bs. lkN) 24 4297 1,075 1,315 6,204 1,551 (70) 3 6 (19,1) (41) (5.9) (27.6) (6.9) (9.5) 3,b 396 (76) (152) 7,187 347 1.770 2,115 9,820 1,434 2,455 (95) 131 (1.5) (7.9) (9.4) (437) (6.4) (10.9) 2% 4.610 1.156 - 1,401 6,580 1,645 (70) (20.5) • (6.1) (6.2) (29.3) (7.3) �� s/ ak 3% 4 ii 8 7 ,413 412 1.855 2,271 10,742 SIM 2,688 (12.7) (92) (102) • i (203) (33.0) (1.8) (8.3) (10.1) (47.8) (2.7) (11.9) 53 10.278 297 2;570 3,241 15,640 2,341 3,911 (146) ; (45.7) (11) (11.4) (14.4) (89.6) (10.4) (17.4)' 2% 4.610 1,155 1,401 6.580 1,645 (79) (20.5) ( 5.1) (6.2) (29.3) (7.3) 5 ,4 % 4 4 5 11 8,742 615 2.185 2,631 12.286 1.604 3.871 (15.9) (105) (127) (254) (38.9) (2.7) (9.7) (11.7) (54.7) (7.1) (13.7) 5% 12.953 1,764 3.240 3,955 18,680 4,671 (146) (57 (7.8) (14.4) (17.6) (03.1) (20,8) 2% 4,674 1,170 1.405 6,5811 1.845 (70) (20.8) (52) - . (6.3) (29.3) ( 4 2, 4% 6 12 10,340 1,0% 2,535 3,471 17,426 1,591 4,355 (19.1) 74 CI - In (152) (305) (46.0) (4.9) (11.5) (45.4) (77.5) (7.1) (19.4) 596 13,766 1,016. 3,440 4,156 18,680 1,743 4,671 (146) I (61.2) (4.5) (15.3) (18.0) (33.1) (7.8) (20.8) 1 The allowable loads listed are based on a safety factor of 4.0. 2 Allowable loads may be increased 33 1/3% for short term loading due to wind or seismic forces when permitted by code. 3. Refer to allowable load- adjustment factors for spacing and edge distance. 4. The minimum concrete thickness is 1 1/2 times the embedment depth. 5. Tension and Shear loads for the Titen HD anchor may be combined using the elliptical interaction equation (n =5/3). Allowable load may be interpolated for concrete compressive strengths between 2000 psi and 4000 psi. Printed March 8. 2012 from httpl /strorgtie.com/ products / anchorsystems /mechanical/titen- hd/loads conc_tension html © 2012 Simpson Strong -Tie® • 1 of 1 3/8/2012 9:45 PM PClient: roject: 1401 Page: ( U By. ,e ENGINEERING, INC. Job No.: 11t005 . Date: 5( C lf- - rc w icM S OSl.riT ( e ) SO - 2 : U 15" - W V 1 ' T 4 2 ,s0 v - - o �- 1C +u.5" am. I D - t- 9 T. 464 aw4r4 015 (cis , Ew - d5:-) 511 -1 I I ,, s f u✓ (E) 5(4)-4 ‘7"` z r 4 ?(,r < ? 11 (063(0).:. versfr 11_04 4 46, p owes J, _ sw- CF) lT = 515- 25 p„F L - Z5r, 4c.g- sic 2b 2 237 23 -o .S () S 'L G2 1,F L. sec) ?c,P --- bt (4 z e 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 Pj �� �' Page: I Client: roect: By. 5 ENGINEERING, INC. Job No.: 1 M op < Date: glvw 5- uYJ IGt =11 SW - 1 N-' 171 nt � V (4 QP) p5 < Z25 pc � = 13 (.001) + 215t 514 rt-garl°P 125 f` F S4-1t.4-8 (E) � r� c( , .� .� 5 5)(1 t) , 1145 W(00T U oc 151 11 ?t,we 6K- l ig7 - USj; vq ? vi kr O.G. > , N , kroc. 22S Iv; v.)! I z P '1 D T = 214-5 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone (503) 620-2086 • Fax: (503) 684-3636 ■ Forte MEMBER REPORT 2nd Floor, Ext'g Joists w/ New Bearing Wall PASSED • software 1 piece(s) 14" TM® 360 @ 16" OC _j S l it t 1 •b E i i 1301* t: 5F1tVA ur 12 Overall Length: 20' 10 1/2" + + o 0 ISOn 4 , f,t .". 2 , r p�Er;!G������ © IJrW wry - EI 1 All Dimensions Aim Horizontal; Drawing is Conceptual Design. Results' Actual 0 Location Allowed Result LDF Load: Combination (Pattern) System : Floor Member Reaction (Ibs) 1000 @ 2 1/2" 1505 Passed (66 %) 1.00 concentrated loading (Alt Spans) Member Type : Joist Shear (Ibs) 1000 @ 9' 7" 1955 Passed (51 %) 1.00 concentrated loading (All Spans) Building Use : Commercial Moment (Ft -Ibs) -1435 @ 9' 5 1/4" 7335 Passed (20 %) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC Live Load Defl. (in) 0.050 @ 15' 4 5/8" 0.281 Passed (L/999 +) -- 1.0 D + 1.0 L (Alt Spans) Design Methodology : ASD Total Load Defl. (In) 0.059 @ 15' 5 1/4" 0.561 Passed (U999 +) -- 1.0 D + 1.0 L (Alt Spans) Tl -Pro" Rating 65 40 Passed -- -- • Deflection criteria: LL (L/480) and TL (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 7' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • 2000 Its concentrated load requirements for standard non - residential floors have been considered for reaction and shear, • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ -Pro'" Rating include: None • Bearing Length _ toads to Supports.(lbs) SupPar Total Available Required Dead fl • Total Accessories ' • 1 - Beam - GLB 3.50" 3.50" 1.75" ( 67 ) (373/ -81\ : 440/ -81 Blocking 2 - Stud wall - SPF 3.50 3.50" 3.50" 258 1117' 1375 None 3 - Stud wall - OF 3.50" 3.50" 1.75" 92 438/ - 530 / - Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Dead Floor Live ,Loads . • Location . Spacing (0.90) (1.00) Comments 1 - Uniform(PSF) 0 to 20' 10 1/2" 16° 15.0 50.0 Office Buildings - Offices 1 2 - Uniform(PSF) 0 to 20' 10 1/2" 16" - 15.0 Partition Load /^� ILEVEL'Note5 (Z� SUSTAINABLE FORESTRY INITIATIVE iLevel warrants that the sizing of its products will be in accordance with iLevel product design criteria and published design values. iLevel expressly disclaims any kill other warranties related to the software. Refer to current level literature for installation details. (www.iLevel.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. iLevel products manufactured at Weyerhaeuser' facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator IA 40 o+"' i MOM pp 64 (1 (I ig, J .C. " 9 Ri•OF P. . po p e , it ) i� a,, ore sine 11111 )v (6/1 f`.1 l;.L. Forte Software Operator Job Notes 1 2/29/2012 10:39:15 PM ___.� —_ -._ - - - -- ---- ••---- -_ - - -- iLevel Forte v3.0. Desi n En ine: V5.4.3.2 Shawn Turrentine g 9 Mimi! Engineering, Inc. The Kor.4te (503) 620.2086 sturrentine@dunicoliengineerna corn Page 1 of 1 . Nicoli Engineering, Inc. Title : The KOR Job # 11 -1005 PO Box 23784 Engineer: l Tigard, OR 97281 Project Desc.: 1 Prinked: 8 MAR 2012,10 • _ ( File: x:12011U 111005 David Metzger Jackson Business Center - Suite 500 T .11CalculatIonslcalei>tadons.eci 1 WOOd Beam ENERCALC, INC. 1983 Bulk1:6.12.3.6, Ver.6.1.63.( Lic. # : KW- 06003670 Licensee : NICOLI ENGINEERING Description : New Beam Over Reception Area Material Properties Calculations per NDS 2005, ASCE 7 -05 Analysis Method : Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 930.0 ksi Wood Species : DF /DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 830.0ksi Ft 1,100.0 psi Density 32.210 pd Beam Bracing : Beam is Fully Braced against lateral - torsion buckling D(0.163) L(0.655) R t . kk 0 Y x F'"" W : % % a - • t ,. > t � N:',-%;;: r ? ,t. t. A # � , �" -k ' ^ �0 , . *-. k +mot 3 t.go 9m ,fi' r P got rasa � -v' ���"a ���� ��r ��; �.�. � � � '� ? ,a � �� � � a � _ s v 4 „�rry� '3� ' S { pc_ _ 56 4 1 2 � (15)= 1G3 ? 5.125x10.5 ts Co) a ("5 »1 Span = 10.50 ft Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads - Uniform Load : D = 0.1630, L = 0.6550 , Tributary Width = 1.0 ft DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio = 0.607 1 Maximum Shear Stress Ratio = 0.385: 1 Section used for this span 5.125x10.5 Section used for this span 5.125x10.5 fb : Actual = 1,457.63psi iv : Actual = 102.03 psi FB : Allowable = 2,400.00psi Fv : Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.250ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span #1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.203 in Ratio = 620 Max Upward L+Lr-FS Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.257 in Ratio = 490 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C C C 1 C L M fb Fb V iv Fv 40 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.128 0.081 1.000 1.000 1.000 1.000 1.000 1.000 2.41 307.38 2400.00 0.77 21.52 265.00 + 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.607 0.385 1.000 1.000 1.000 1.000 1.000 1.000 11.44 1,457.63 2400.00 3.66 102.03 265.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. ' +' Defl Location in Span 04 1 0.2571 5.303 0.0000 0.000 • Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 - Overall MAximum 4.358 4.358 - • D Only 0.919 0.919 L Only 3.439 3.439 D+L 4.358 4.358 `N' c O'' Project: --T w Page: (` Client: By: ENGINEERING, INC. Job No.: "�1 Du< Date: (t� l S - ,r13 AT tJI& 13YI/4 h j741,L.. 19+ $ 3c 1 ° 3 - f' 3 4. -S" I � 3 - 854 rf < I / 6 • 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 • Nicoli Engineering, Inc. Title : The KOR Job # 11 -1005 PO Box 23784 Engineer 15 Tigard, OR 97281 Protect Desc.: Ponied: B MAR 2012,1008PM - Fie: x:1201111- 111005 David Metzger Jackson Bu Wood Beam isiness Center - Suite 500 T .11Calculatlonslcalculattns,ec' ' ENERCALC, INC. 1983-2011, Bidk1:6.12.3.6, Ver.6.1.63.0 Lic. # : KW- 06003670 Licensee ; NICOLI ENGINEERING Description : New Beam Over Waiting Area Material Properties Calculations per NDS 2005, ASCE 7 -05 Analysis Method : Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 1,850.0 psi Ebend -xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 930.0ksi Wood Species : DF /DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.113) L(0.375) i • i • i E q ",^ �' -4 h 4' x, set` + who'' xr t:1. n° 3 J2° r � y+ � X + A .t cq t^ r w c ., n �� 1 , - "Ise it, , s T.:, 1 + ,- ', ` • a t'i F '" a _ . i s &- i w. d x r 'w k�y ?_ y 7y a � � 't`4 %'''''44'' � z � t v fy . J�'� d r y § e 7 4 - � 1,,,, , = t u- J AA � 1N, - . , "h , C r 1 _ .�� 4r., .,-44,,,i ,e � T a. t _ . V,'- 1 C(1S - ,st�)s 1rs L4,- 5.125x10.5 U ' +2 ( SJ r 5 , z) - 1 S ;9 t:F Span =13.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.1130, L = 0.3750 , Tributary Width = 1.0 ft DESIGN SUMMARY Desi • n OK Maximum Bending Stress Ratio = 0.561: 1 Maximum Shear Stress Ratio - 0.297 : 1 Section used for this span 5.125x10.5 Section used for this span 5.125x10.5 fb : Actual = 1,346.04psi fv : Actual = 78.82 psi FB : Allowable = 2,400.00psi Fv : Allowable = 265.00 psi Load Combination +D+L+}i Load Combination +04.41 Location of maximum on span = 6.500ft Location of maximum on span = 12.155 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.273 in Ratio = 571 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.364 in Ratio = 428 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C Cm C t C L M b Fb V fv Fv + 1.000 1.000 1.000 1.000 1.000 - - - 0.00 0.00 0.00 0.00 Length =13.0 ft 1 0.140 0.074 1.000 1.000 1.000 1.000 1.000 1.000 2.64 336.58 2400.00 0.71 19.71 265.00 - +0+ 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.561 0.297 1.000 1.000 1.000 1.000 1.000 1.000 10.56 1,346.04 2400.00 2.83 78.82 265.00 Overall Maximum Deflections - Unfactored Loads - Load Combination Span Max.' 'DPI Location in Span Load Combination Max. ' +' Dell Location in Span D+L 1 0.3640 6.565 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination - - Support 1 Support 2 Overall tulAXimum 3.250 3250 -- _______ D Only 0.813 0.813 L Only 2.438 2.438 D+L 3.250 3.250 I ' PASSED 13M1 Forte MEMBER REPORT 2nd Floor, Beam Under Guard Rail s J °rtwarr' • 1 piece(s) 1 3/4" x 11 1/4" 1.55E TimberStrand® LSL I Overall Length: 14' 1" + + 0 0 ,T 13' 6" El All Dimensions Are Horizontal; Drawing is Conceptual iV Design Results - Actual 44 Location Allowed butt LOP wad; Combination (Pattern) System : Floor Member Reaction (Ibs) 1170 @ 2" 2603 Passed (45 %) -- 1.0 D + 1.0 L (All Spans) Member Type : Drop Beam Shear (Ibs) _ 1000 @ 1' 2 3/4" 4069 Passed (25 %) 1.00 concentrated loading (All Spans) Building Use : Commercial Moment (Ft-lbs) 3927 @ 7' 1/2" 7195 Passed (55 %) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC Live Load Deft. (in) 0.348 @ 7' 1/2" 0.458 Passed (L/474) -- 1.0 D + 1.0 L (All Spans) Design Methodology : ASD Total Load Deft. (in) 0.445 @ 7' 1 /2" 0.688 Passed (11371) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: U. (1/360) and TL (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 6 13/16" 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. Bearing Length . Loads to Supports (Ibs) • Supports Total Available Required Dead u va Total Accessories 1 - Stud wall - SPF 3.50" 3.50" 137" 255 915 1170 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.57" 255 915 1170 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads - Location Width (0.90) (1.00) Comments 1 - Uniform(PSF) 0 to 14' 1" 2' 15.0 50.0 Office Buildings - Offices 2 - Uniform(PSF) 0 to 14' 1" 2' - 15.0 Partition Load Member Notes. - - Beam Under Guard Rail (LEVEL Notes (rjl SUSTAINABLE FORESTRY INITIATIVE iLevel warrants that the sizing of its products will be in accordance with iLevel product design criteria and published design values. iLevel expressly disclaims any � 1 other warranties related to the software. Refer to current (Level literature for installation details. (www.iLevel.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Level products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator • • ': Forte Software Operator Job Notes 2/29/2012 10:39:28 PM Shawn runentine __ -- 'Level Forte v3.0, Design Engine: V5.4.3.2 Nicoll Engineering Inc. The Kor4te (503) 620-2086 sturrentine(tnicoliengineering corn Page 1 of 1 • Nicoli Engineering, Inc. Title : The KOR Job # 11 -1005 PO Box 23784 Engineer: 11 . Tigard, OR 97281 Project Desc.: Printed: 11 MAR 2612. 1 38PN - File: x:120111J 111005 David Metz Jackson Business Center - Suite 500 T.nCalculationslcalculations.eu Wood Beam ENERCALC, INC. 1983 -2011, Build:6.12.3.6, Ver6 1.63.( Lic. # : KW- 06003670 Licensee : NICOLI ENGINEERING Description : New Beam Over Kitchen Material Properties Calculations per NDS 2005, ASCE 7 -05 Analysis Method : Allowable Stress Design Fb - Tension 900 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.069) L(0.295) ♦ ♦ V V V I 1/CAPS Titr.JAI P'; -fir' i 4x12 6 • JUiS't'S Iwo 4r*' -r.,_, 4or" A Jo STS Span = 10.50 ft AT 1 1 ' 1'-6 Wyk ik, _Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0690, L = 0.2950 , Tributary Width = 1.0 ft DESIGN SUMMARY Desi • n OK Maximum Bending Stress Ratio = 0.844 1 Maximum Shear Stress Ratio = 0.344: 1 - Section used for this span 4x12 Section used for this span 4x1 2 lb : Actual = 835.09 psi hi : Actual = 61.89 psi FB : Allowable = 990.00psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +04+1-1 Location of maximum on span = 5.250ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0 122 in Ratio = 1029 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.155 in Ratio = 814 Max Upward Total Deflection 0.000 in Ratio = 0 <180 • Maximum Forces & Stresses for Load Combinations _ Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F N C r C m C t C L M lb Fb V fv Fv + - 1.100 1.000 1.000 1.000 1.000 - _____ 0.00 0.00 0.00 Length =10.50 ft 1 0.176 0.072 1.000 1.100 1.000 1.000 1.000 1.000 1.07 174.29 990.00 0.34 12.92 180.00 +0441 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.844 0.344 1.000 1.100 1.000 1.000 1.000 1.000 5.14 835.09 990.00 1.62 6169 180.00 Overall Maximum Deflections - Unfactored Loads _ Load Combination Span Max. " -" Deft Location m Span Load Combination i Max. "1 Del Location in Span D+L 1 0.1547 5.303 0.0000 0.000 • Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS - Load Combination Support 1 Support 2 -- Overall MAXimum 1.957 1.957 D Only 0.408 0.408 L Only 1.549 1.549 D+L 1.957 1.957 Nicoli Engineering, Inc. Title : The KOR Job # 11 -1005 PO Box 23784 Engineer: I � Tigard, OR 97281 Project Desc. Parka' 5 MAR 2012.1C PN General Footing File:x:12011S1- 111005 David Metzger Jackson B Center - Suite 5007 .IICalculations1calculations.ec' g ENERCALC, INC. 1993 -2011, Build:6.12.3.6, Vec6.1.63( Lic. # : KW -06003670 Licensee : NICOLI ENGINEERING Description : Footing at New Post General Information Calculations per, ASCE 7 -05 Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing - 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil /Concrete Friction Coeff. = 0.30 1p Values Flexure = 0.90 Shear = 0.850 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = 0.00140 Allowable pressure increase per foot of deptl= ksf Mw Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.50 : 1 Min. Sliding Safety Factor = 1.50 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of dept = ksf Use ftg wt for stability, moments & shears : No when maximum length or width is greater4 ft Include Pedestal Weight as DL : No Dimensions Width parallel to X -X Axis = 2.50 ft z Length parallel to Z -Z Axis = 2.50 ft Footing Thicknes = 12.0 in - 1 k Pedestal dimensions... 4y __- - x ■ px . parallel to X -X Axis _ 5.50 in � } pz parallel to Z -Z Axis = 5.50 in ( i j 1 i - Height in Rebar Centerline to Edge of Concrete.. • 1 rn I at Bottom of footing = 3.0 in Reinforcing 4. ., Bars parallel to X -X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z -Z Axis Number of Bars = 3.0 `'`x=': - �, ": otr'; r s: rs�£- Reinforcing Bar Sizi = # 5 r�y�e` V ' ; ),.. .i� :F. • h7S•J Bandwidth Distribution Check (ACI 15.4.4.2) ), a : 1 'F ME:S8 , Direction Requiring Closer Separation n/a "R '° # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads - _ D — Lr L S W E H P : Column Load = 0.9190 3.439 k OB : Overburden = ksf M -xx = k -ft M -zz = k -ft . V -x = k V -z = k • Nicoll Engineering, Inc. Title : The KOR Job # 11 -1005 PO Box 23784 Engineer: I q Tigard, OR 97281 Project Desc.: Printed: 8 MAR 2012,10 General FOOtltl File:x:12011U- 111005 David Metzger Jackson Business Center - SUita500T .IICaiculationslcalculalions.ei 9 ENERCALC, INC. 1983-2011, Build:6.12.3.6, Ver..6.1.63.( Lic. # : KW- 06003670 Licensee : NICOLI ENGINEERING Description : Footing at New Post • DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.5615 Soil Bearing 0.8423 ksf 1.50 ksf +D+L+H PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k-ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.04474 Z Flexure ( +X) 0.6412 k -ft 14.333 k -ft +1.20D+0.50Lr +1.60L +1.60H PASS 0.04474 Z Flexure ( -X) 0.6412 k-ft 14.333 k -ft +1.20D+0.50Lr +1.60L +1.60H PASS 0.04474 X Flexure ( +Z) 0.6412 k-ft 14.333 k -ft +1.20D+0.50Lr +1.60L +1.60H PASS 0.04474 X Flexure ( -Z) 0.6412 k -ft 14.333 k -ft +1.20D+0.50Lr +1.60L +1.60H PASS 0.03575 1 -way Shear ( +X) 3.039 psi 85.0 psi +1.20D+0.50Lr +1.60L +1.60H PASS 0.03575 1-way Shear ( -X) 3.039 psi 85.0 psi +1.200+0.50Lr +1.60L +1.60H PASS 0.03575 1 -way Shear ( +Z) 3.039 psi 85.0 psi +1.20D+0.50Lr +1.60L +1.60H PASS 0.03575 1 -way Shear ( -Z) 3.039 psi 85.0 psi +1.20D+0.50Lr +1.60L +1.60H PASS 0.06559 2-way Punching 11.150 psi 170.0 psi +1.20D+0.50Lr +1.60L +1.60H Detailed Results -- Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X -X. +D 1.50 n/a 0.0 0.2920 0.2920 n/a n/a 0.195 X -X. +D+L+H 1.50 n/a 0.0 0.8423 0.8423 n/a n/a 0.562 Z -Z. +0 1.50 0.0 n/a n/a n/a 0.2920 0.2920 0.195 Z -Z. +D+L+H 1.50 0.0 n/a n/a n/a 0.8423 0.8423 0.562 Overturning Stability Rotation Axis & Load Combination... Overturning Moment R e sisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gym. As Actual As Phi•Mn Status _ -_ _ _ k -ft Side ? or Top ? inA2 inA2 inA2 k -ft X -X. +1.400 0.213 +Z Bottom 0.26 Bending 0.37 14.333 OK X -X. +1.400 0.213 -Z Bottom 0.26 Bending 0.37 14.333 OK X -X. +1.20D+0.50Lr +1.60L +1.60H 0.6412 +Z Bottom 0.26 Bending 0.37 14.333 OK X -X, +1.200+0.50Lr +1.60L +1.60H 0.6412 -Z Bottom 0.26 Bending 0.37 14.333 OK Z -Z. +1.400 0.213 -X Bottom 0.26 Bending 0.37 14.333 OK Z -Z. +1.40D 0.213 +X Bottom 0.26 Bendina 0.37 14.333 OK Z -Z. - 1.20D+0.50Lr +1.60L +1.60H 0.6412 -X Bottom 0.26 Bendina 0.37 14.333 OK Z -Z. +1.20D+0.50Lr +1.601- +1.60H 0.6412 +X Bottom 0.26 Bendina 0.37 14.333 OK One Way Shear Load Combination... Vu @ •X Vu @ +X Vu @ •Z Vu 0_4:Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.400 1.01 osi 1.01 osi 1.01 osi 1.01 osi 1.01 osi 85 osi 0.01188 OK - +1.20D+0.50Lr +1.60L +1.60H 3.039 osi 3.039 osi 3.039 osi 3.039 osi 3.039 osi 85 osi 0.03575 OK Punching Shear All units k Load Combination... __ Vu - - Phi'Vn _ Vu 1 Phi'Vn _ Status +1.400 3.704 osi 170osi 0.02179 OK • +1.20D+0.50Lr +1.60L +1.60H 11.15 osi 170osi 0.06559 OK Nicoli Engineering, Inc. Title : The KOR Job # 11 -1005 PO Box 23784 Engineer. 20 . Tigard, OR 97281 Project Desc.: Pl int: 8 MAR 2012,11:06PM File: x:12011U- 1110D5 David Metzger Jackson Business Center - Suite 500 7.I1Calcul atlonslcattdations, ec+ Com bined Footing ENERCALC, INC. 1953-2011, Build:6.12.3.6, Ver..6.1.631 Lic. # : KW- 06003670 Licensee : NICOLI ENGINEERING Description : Footing at (2) Posts General Information Calculations per, ASCE 7-05 M - aterial Properties AnalyslsiDesign Settings f c : Concrete 28 day strength 2.50 ksi Calculate footing weight as dead load ? Yes fy : Rebar Yield 60 ksi Calculate Pedestal weight as dead load ? No Ec : Concrete Elastic Modulus 3122 ksi Min Steel % Bending Reinf (based on 'd') 0.0014 Concrete Density 145 pcf Min Allow % Temp Reinf (based on thick) 0.0018 4 ) : Phi Values Flexure : 0.9 Min. Overturning Safety Factor 1 :1 Shear : 0.75 Min. Sliding Safety Factor 1 :1 Soil Information _ Allowable Soil Bearing 1.50 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Soil Passive Sliding esistance P50 pcf Increases based on footing Depth .... (Uses entry for 'Fooling base depth below soft surface" for force) Allowable pressure Increase per foot ksf when base of footing is below ft Coefficient o f SoillConcrete Friction 0.3 Increases based on footing Width .. . Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no &mit) Adjusted Allowable Soil Bearing 1.50 ksf (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) _Dimensions & Reinforcing Distance Left of Column #1 = 1.0 ft Pedestal dimensions... Col #1 Col #2 As As Between Columns = 2.0 ft Sq. Dim. = 5.5 5.50 in Bars left of Col #1 Count Size # Actual Req'd - Distance Right of Column #2 = 1.0 ft Height = in Bottom Bars 2.0 5 0.620 0.6480 inA2 Total Footing Length = 4.0 ft Top Bars 2.0 5 0.620 0.0 inA2 Bars Btwn Cols Footing Width = 2.50 ft Bottom Bars 2.0 5 0.620 0.6480 inA2 - Footing Thickness = 12.0 in To Bars 2.0 5 0.620 0.6480 inA2 Bars Right of Col #2 Rebar Center to Concrete Edge @ Top = 9.0 in Of,ALCS {}P AT go'f•j Bottom Bars 2.0 5 0.620 0.6480 inA2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 2.0 5 0.620 0.0 inA2 Applied Loads Applied @ Left Column _ D Lr L S W E H Axial Load Downward = 0.8130 2.438 k Moment (+CW) = k-ft Shear( +X) = k Applied @ Right Column Axial Load Downward = 0.9190 3.439 k Moment (+CW) = k-ft Shear( +X) = k Overburden = t• - ; -- I M S II - -- A • §i 1 2x16 ) : I I I )as 2J 5_ . 4-Cr • Nicoli Engineering, Inc. Title: The KOR Job #11 -1005 PO Box 23784 Engineer: Z I Tigard, OR 97281 Project Desc.: Piked: 8 MAR 2012,11:O6PN Combined Footing - - File: x:1201au- 111005 David Metz Jack Business Center - Suite 500 T.nCalcula►wnstalc l tons.eo g ENERCALC, INC. 1983.2011, Build:6.12.3.6, Ver..6.1.63.( Lie. # : KW- 06003670 Licensee : NICOLI ENGINEERING Description : Footing at (2) Posts D Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.7143 Soil Bearing 1.071 ksf 1.50 ksf +D+L+H PASS No OTM Overturning 0.0 k -ft 0,0 k -ft No OTM PASS No Sliding Sliding 0.0 k 0.9546 k No Sliding PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.006772 1-way Shear - Col #1 0.5079 psi 75.0 psi +1.20D+0.50Lr +1.60L +1.60H PASS 0.07860 1 -way Shear - Col #2 5.895 psi 75.0 psi +1.20D+0.50Lr +1.60L +1.60H PASS 0.04116 2 -way Punching - Col #1 6.174 psi 150.0 psi +1.20D+0.50Lr +1.60L +1.60H PASS 0.03639 2 -way Punching - Col #2 5.458 psi 150.0 psi +1.20D+0.50Lr +1.60L +1.60H PASS No Bending Flexure - Left of Col #1 - Top 0.0 k-ft 0.0 k -ft N/A PASS 0.006628 Flexure - Left of Col #1 - Bottom 0.1610 k-ft 24.296 k -ft +1.20D+0.50Lr +1.60L +1.60H PASS 0.001076 Flexure - Between Cols - Top -0.008130 k -ft 7.556 k -ft +1.20D+0.50Lr +1.60L +1.60H PASS 0.04186 Flexure - Between Cols - Bottom 1.017 k -ft 24.296 k -ft +1.20D+0.50Lr +1.60L +1.60H PASS No Bending Flexure - Right of Col #2 - Top 0.0 k-ft 0.0 k -ft N/A PASS 0.04085 Flexure - Right of Col #2 - Bottom 0.9925 k -ft 24.296 k -ft +1.20D+0.50Lr +1.60L +1.60H Soii Bearing Eccentricity Actual Soil Bearing Stress Actual /Allow Load Combination... Total Bearing from Ftg CL © Left Edge @ Right Edge Allowable Ratio +D 3.18 k 0.033 ft 0.30 ksf 0.33 ksf 1.50 ksf 0.223 _ +D+L+H 9.06 k 0.122 ft 0.74 ksf 1.07 ksf 1.50 ksf 0.714 Overturning Stability Moments about Left Edge k -ft Moments about Right Edge k -ft Load Combination... Overturning _ Resisting - Ratio Overturning Resisting Ratio ' D 0.00 0.00 999.000 0.00 0.00 999.000 D+L 0,00 0.00 999.000 0.00 0.00 999.000 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio - -- - -- - - - - -- - -- D 0.00 k 0.95 k 999 D+L 0.00 k 2.72 k 999 One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col #1 vu @ Col #2 Phi Vn vu @ Col #1 vu @ Col #2 +1.40D - - - 75.00 psi 0.07 psi 0.55 psi 150.00 psi 1.12psi 1.06 psi +1.20D+0.50Lr +1.60L +1.60H 75.00 psi 0.51 psi 5.90 psi 150.00 psi 6.17psi 5.46 psi Nicoli Engineering, Inc. Title : The KOR Job # 11 -1005 PO Box 23784 Engineer: , • Tigard, OR 97281 Project Desc.: Printed 11 MAR 2012. 8 Steel Column File: x:120111J- 111005 David Metzger Jackso Business Center - Suite 500 T.11Calculationsica eulations.eci ENERCALC, INC. 1983 -2011, Build:6.12.3.6, Ver:6.1.63.( Lic. # : KW- 06003670 Licensee : NICOLI ENGINEERING - Description Partition Wall Posts rep S t ` I3.1 General Information Calculations per AISC 360.05, ASCE 7-05 Steel Section Name : HSS3x3x3/16 Overall Column Height 7.0 ft Analysis Method : Allowable Stress Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade , A500, Grade B, Fy = 46 ksi, Carbon Steel Fy : Steel Yield 46.0 ksi Brace condition for deflection (buckling) along columns : E : Elastic Bending Modulus 29,000.0 ksi X -X (width) axis : Unbraced Length for X -X Axis buckling = 7 ft, K =1.0 Load Combination : 2006 IBC & ASCE 7 -05 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 7 ft, K = 1.0 Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Column self weight included : 47.957 lbs * Dead Load Factor BENDING LOADS... Lat. Point Load at 7.0 ft creating Mx -x, L = 0.140 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2174 : 1 Maximum SERVICE Load Reactions .. Load Combination +D +L +H Top along X - 0.0 k Location of max.above base 0.0 ft Bottom along X -X 0.0 k At maximum location values are ... Top along Y -Y 0.0 k Pa : Axial 0.04796 k Bottom along Y -Y 0.140 k Pn / Omega : Allowable 36.152 k Ma -x : Applied -0.980 k -ft Maximum SERVICE Load Deflections... Mn -x / Omega : Allowable 4.522 k -ft Along Y -Y 0.3858 in at 7.0ft above base for load combination :L Only - Mai : Applied 0.0 k -ft Mn -y / Omega : Allowable 4.522 k -ft Along X -X 0.0 in at 0.0ft above base for load combination : PASS Maximum Shear Stress Ratio = 0.009823 : 1 Load Combination +D +L +H Location of max.above base 0.0 ft At maximum location values are ... Va : Applied 0.140 k Vn /Omega : Allowable 14.252 k Load Combination Results Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination _ Stress Ratio Status Location Stress Ratio Status Location +D+L+H 0.217 PASS 0.00 ft 0.010 PASS 0.00 ft Maximum R uc tions - Unfactored _ Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base L Only k -0.140 k k D+L k -0.140 k 0.048 k Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Max. X -X Deflection Distance Max. Y - Deflection Distance L Only 0.0000 in 0.000 ft 0.386 in 7.000 ft D+L 0.0000 in 0.000 ft 0.382 in 6.953 ft Steel Section Properties : HSS3x3x3/16 • Nicoli Engineering, Inc. Title : The KOR Job # 11 -1005 PO Box 23784 Engineer. 0 Tigard, OR 97281 Project Desc.: Haled: 1 i MAR 2012. 839PW Steel Column File: x:12011U- 111005 David Metzger Jackson Business Center - Suite 500 T.11Calculations calcl�ations.ecl ENERCALC, INC. 1983- 2011, Build:6.12.3.6, Ver.6.1.63.r Lie. # : KW - 06003670 Licensee : NICOLI ENGINEERING Description : Partition Wall Posts Steel Section Properties : HSS3x3x3116 Depth = 3.000 in I xx = 2.46 in "4 J = 4.030 in Web Thick = 0.000 in S xx = 1.64 in "3 Flange Width = 3.000 in R xx = 1.140 in Flange Thick = 0.187 in Area = 1.890 in "2 I yy = 2.460 in "4 Weight = 6.851 pit S yy = 1.640 in "3 R yy = 1.140 in Ycg = 0.000 in AA-3c Loads . ` -. .'''''''"II 1 1 a f " i . 8 x I i = f1 _ _ _ — _ 3 _.,, . -�� Loads are total entered value ;mows do not reflect absolute direction. • Nicoll Engineering, Inc. Title : The KOR Job # 11 -1005 PO Box 23784 Engineer: 2.k • Tigard, OR 97281 Project Desc.: Printed: 11 MAR 2012. 8 37PM Steel Base Plate File:x:12011U- 111005 David Metz Jackson Business Center - Suite 500 T.11Calculationskcalculationse0 ENERCALC, INC. 1963 -2011, Build:6.12.3.6, Ver.6.1.63 ( Lic. it : KW- 06003670 Licensee : NICOLI ENGINEERING • Description : Base Plate at Partition Wall Stanchions General Information Calculations per AISC 380-05 & Dsgn Guide # 1, ASCE 7-05 Material Properties AISC Design Method Allowable Stress Design ASIF : Allowable Stress Increase Factor 1.0 Steel Plate Fy = 36.0 ksi ABIF : Allowable Bearing Increase Factor 1.330 Concrete Support Pc = 3.0 ksi 52 c : ASD Safety Factor. 2.50 Assumed Bearing Area :Full Bearing Allowable Bearing Fp per J8 6.783 ksi . Column & Plate Column Properties Steel Section : HSS3x3x3/16 Depth 3 in Area 1.89 inA2 - Width 3 in hoc 2.46 inA4 . .. f . Flange Thickness 0.174 in lyy 2.46 in ^4 - • • • Web Thickness 0 in Plate Dimensions Support Dimensions N : Length 5.0 in Width along "X' 24.0 in • • • . A * ' • B : Width 12.0 in Length along "Z' 24.0 in , • Thickness 0.50 in sr • Column assumed welded to base plate • , - ._ „ . . ,. ; i Applied Loads � + P P Y V -Z M -X - - +hit;: D: Dead Load 0.0480 k k k -ft +X +X t ' t L : Live k 0.140 k 0.980 k -ft { 1 � r:: `"~ Lr : Roof Live k k k -ft f f S : Snow k k k -ft : W :Wind k k k ft \�`�' `' � E : Earthquake k k k -ft N H : Lateral Earth k k k -ft +Z +Z " P " = Gravity load, " +" sign is downward. ' +' Moments create higher soil pressure at +Z edge. " +" Shears push plate towards +Z edge. r Anchor Bolts f °..... Anchor Bolt or Rod Description 117 Titen HD oi eke Oxbow Max of Tension or Pullout Capacity 2.270 k Shear Capacity 2.795 k Edge distance : bolt to plate 1 in x - - - -- - -- a • Number of Bolts in each Row 2.0 Number of Bolt Rows 1.0 • • • . • • . z • Nicoll Engineering, Inc. Title : The KOR Job # 11 -1005 PO Box 23784 Engineer: 1. C Tigard, OR 97281 Project Desc.: Printed:11 MAR 2012. 8:37PN ` Steel Base Plate File; x 12011U- 111005 David Metzger Jackson B Center - Suit 500 T.IICalculationslcakWatbns.ecI ENERCALC, INC. 19B3.2011, Build:6.12.3.6, Vec6.1.63.0 Lic. # : KW -06003670 Licensee : NICOLI ENGINEERING Description : Base Plate at Partition Wall Stanchions GOVERNING DESIGN LOAD CASE SUMMARY Mu : Max. Moment 0.739 k - in Plate Design Summary fb : Max. Bending Stress 11.825 ksi Design Method Allowable Stress Design Fb :Allowable : 21.557 ksi Governing Load Combination +D+L+ Fy *ASIF I Omega Governing Load Case Type Axial + Moment, U2 < Eccentricity, Tension on Bc Bending Stress Ratio 0.549 1// Design Plate Size 5" x 1' -0' x 0 -112" Bending Stress OK Pa : Axial Load .... 0.048 k fu : Max. Plate Bearing Stress .... 2.713 ksi Ma : Moment 0.980 k -ft Fp : Allowable : 2.713 ksi fv : Actual 0.134 ksi min( 0.85'Pc *sgrt(A2IA1), fc)IOme Fv : Allowable = 0.60 *Fy 11 5 (per G2) 21.557 ksi Bearing Stress Ratio 1.000 Shear Stress Ratio 0.006 Bearing Stress OK Shear Stress OK Tension in each Bolt 1.478 Allowable Bolt Tension 2.270 Tension Stress Ratio 0.651 Tension Stress OK Load Comb. : +D +L +H Axial Load + Moment, Ecc. > U2 Loading Calculate plate moment from bolt tension .. . Pa : Axial Load .... 0.048 k Tension per Bolt 1.478 k Ma : Moment 0.980 k -ft Tension : Allowable 2.270 k Eccentricity 245.000 in Stress Ratio 0.651 Al : Plate Area 60.000 inA2 A2 : Support Area 240.000 inA2 Dist. from Bolt to Col. Edge 0.075 in • sgrt(A21A1) 2.000 Effective Bolt Width for Bending 0.300 in Plate Moment from Bolt Tension 0.739 k -in Calculate plate moment from bearing .. . " m " 1.075 in Bearing Stresses • "A*: Bearing Length 0.185 in Fp : Allowable 2.713 ksi Mpl : Plate Moment 0.021 k -in fa : Max. Bearing Pressure ( set equal to Fp ) Shear Stress Stress Ratio 1.000 fv : Actual 0.134 ksi Plate Bending Stresses Fv : Allowable 21.557 ksi Mmax 0.739 k -in Stress Ratio 0.006 fb : Actual 11.825 ksi Fb : Allowable 21.557 ksi Stress Ratio 0.549 Page 1 of 2 Zo • Anchor Calculations Anchor Selector (Version 4.7.0.0) Job Name : ��S'`� ����� f °P A`PC ` '` Date/Time : 3/11/2012 9:05:44 PM Calculation Summary - ACI 318 Appendix D For Cracked Concrete per ACI 318 -08 Anchor Anchor /2' ren HD N/A Steel # 4 of Anchors Embedment Depth (in) 'Category Concrete Concrete Cracked Pc(psi) "c,v �� Normal weight Yes 4000.0 1.00 --- �""" °� Condition Thickness (in) Suppl. Edge Reinforcement � , �j t B tension and shear 5.5 No Anchor Layout Dimensions 0 c x1 c x2 c y1 c yz b .., bx2 b y1 b ye s 1 s o 11 (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) 5/1 a 0 24 24 24 24 1 1 1 1 10 3 '06 Q Factored Loads N (Ib) Vuax (Ib) V uay (Ib) M (Ib'ft) M (Ib'ft) -58 0 224 1568 0 e e Mod/high seismic Apply entire shear @ front row 0 0 No No Individual Anchor Tension Loads N N . N ua3 N ua4 uat ua2 (Ib) (Ib) (Ib) (Ib) 0.00 0.00 2601.12_2601.12 I e' Nx (in) e' 0.00 0.00 Individual Anchor Shear Loads V ua1 V ua2 V ua3 V ua4 (Ib) (Ib) (Ib) (Ib) 56.00_56.00 56.00 56.00 e'vx(in) e'vy(in) 0.00 0.00 Tension Strengths Steel (m = 0.65 ) N eN N N ua /0Nsa 20130 13084.50 2601.12 0.1988 . Concrete Breakout (6 = 0.65 ) N Q F. N E N /tN 8807.83 5725.09 5202.24 0.9087 Pullout (0 = 0.65 ) N 0N N N /DN 4247.04 0.00 2601.12 Infinity nhnnt•hlank 1/1 1 /NW) ) Page 2 of 2 • Side -Face Blowout does not apply Shear Strengths Steel (ID =0.60) VSa(Ib) t Vsa (Ib) V V ua /cI)V 7455 4473.00 56.00 0.0125 Concrete Breakout (case 1) (c1 = 0.70 ) V cbgx( Ib ) (1)Vcbgx(Ib) E Vuax(1b) E V uax / a'Vcbgx 14127.06 9888.94 0.00 0.0000 Vcbgy(lb) IV E V £ V uay /cV £ V /CAV g 16066.06_11246.24 112.00 0.0100 0.0100 Concrete Breakout (case 2) (t = 0.70 ) V criV E Vuax(Ib) E V uax /c1 Ncbgx 14127.06 9888.94 0.00 0.0000 V OV E V E V uay /DV E V / N cbg 16066.06_11246.24 224.00 0.0199 0.0199 Concrete Breakout (case 3) (0' = 0.70 ) c edge V 0'V E V E Vuay /0'Vcbgy 28254.11 19777.88 112.00 0.0057 c y1 edge V ooV £ Vuax(Ib) £ V uax /0V cbgx 32132.13_22492.49 0.00 0.0000 c edge V Q'V E V E V uay /cloV 28254.11 19777.88 _112.00 0.0057 c y2 edge V 0V E Vuax(Ib) E V uax /0'V E V /0V 32132.13 22492.49 0.00 0.0000 0.0057 Pryout (0' = 0.70 ) V (DV E Vuax(Ib) E V uax / "cpg 24496.77 17147.74 0 0.0000 V 0'Vcpg(Ib) E V E V uay /0V £ V ua /4N cpg 24496.77 17147.74 224 0.0131 0.0131 Interaction check V.Max(0.02) <= 0.2 and T.Max(0.91) <= 1.0 [Sec D.7.1] y • Interaction check: PASS , /f Use 112" diameter Titen HD anchor(s) with 3.5 in. embedment v about:blank 3/11/2012 1 13 if zo 1 z, 0 cro 5' 3 76O6 < Dar-ham 500 N ' CO '' ADDENDUM NO.: 1 Page: 1 OF 1 Project: "THE KOR" TENANT IMPROVEMENTS By: JDA ENGINEERING, INC. Ref: BID /PERMIT SET 3 -23 -2012 Job No: II -1005 Date: 5 -1I -2012 (2) NEW 6 x 6 COLUMNS AND NEW 5 1/8 x 10 1/2 GL. -BM. ABOVE NOT SUITE 500 REQUIRED. -Er- Ii y i I- I- 0 0 WAITING Q O RECEPTION , (-- W W NEW FOOTING 49 49 4-49 70/ L, -D C © IL 1r 2 h i _II O , _ I _� �� j _ TREATMEN ii TRETMENT —mil u - n � i atz e U City of Tigard TI-115 FOOTING CAN BE REDUCED IN SIZE A • rov • d Plans DUE TO ELIMINATION OF BEAM ABOVE AND B Alf. _ Date 6 (I 11 � COLUMNS. DEEP. SEE�TING TO BE 2 x 2'-6" 7 r2 R016010 PARTIAL PLAN ADDENDUM NO.1 1 /5" = 1' -0" NOTE: REFER TO APPROVED DOCUMENTS FOR OFFICE coP? REMAINDER OF INFORMATION. 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 Fax: (503) 684 -3636 [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing]