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Specifications • • •• •• •• • • • • ••• • • • • • • • ��,�• � • P 503.222:4453 VLMK c NGIF'Z I G•• .. .. E N G I N' E 'E R S' ' ' " � F 503.248.9263 E vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • Oregon .97239-43P3 W www.vlmk.com • • •,. • • • •• •• • • • • • •• • • • . • • • • • • • • • • • • • •• • ••• ••• • ••• •••• • • •• •• • • . STRUCTURAL; CATCULAtio NS for 3(J P c010 - Cr0 o Z O (071 3 s-(J , '5o ✓tc.`L_ ‘ \o( NELSON BUSINESS CENTER DOOR OPENINGS 6413 SW Bonita Rd. Lake Oswego, OR 97035 • for LRS Architects 720 NW Davis, Suite 300 Portland, OR 97209 • ,�ERED PRO% otN4 % . $0172 /lV G . 4. -?. (9- 3a -I)-• Prepared By: Colby Anderson, EI.T. VLMK Job Number: 210314 August 12, 2010 I Structural Engineering • Civil Engineering • Industrial Engineering • Planning • Studies / Evaluations • Entitlement VLMK Consulting Engineers Inc. • •. S. •• • • • • .. O O O O O O O O O . e e • e e • . • - - _ .ee a :- •e . • • • • • • • • • • • • . •.. • • •• • •• PI E STRUCTURAL NOTES • l� s/1 v 8 E • IBC BLDG 54/87 CONNECTION • • • • • 2 Cd a. E • • • • • • •• •• • • - W N x DIN90N1 - GN Ai_ • . • • • • • • • I- osrs- > A GENERAL SPECIAL INSPECTION PROGRAM NOTE$: • • • • • e .. goes • e z 5 1E13 1. THESE NOTES SET MINIMUM STANDARDS FOR CONSTRUCTION. THE DRAWINGS GOVERN OVER 1. DURATION REFERS TO TIME AND FREQUENCY OF INSPECTION FOR THE PORTIONS OF WORK INDICATED. a THE GENERAL NOTES TO THE EXTENT SHOWN. C = CONTINUOUS INSPECTION IN WHICH THE SPECIAL INSPECTOR IS ON SITE AT ALL TIMES, OBSERVING - p • 2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON DRAWINGS AND IN FIELD. THE WORK REQUIRING SPECIAL INSPECTION. ••• • • • • • • • • • Z COORDINATE LOCATIONS OF OPENINGS THROUGH FLOORS, ROOFS AND WALLS WITH P = PERIODIC INSPECTION IN WHICH THE SPECIAL INSPECTOR IS ON SITE AT TIME INTERVALS NECESSARY • • • 0 2 v ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS. NOTIFY VLMK CONSULTING • ' TO CONFIRM THAT THE WORK REQUIRING SPECIAL INSPECTION IS IN CONFORMANCE WITH APPROVED . • ••• . • • • ENGINEERS (VLMK) OF ANY DISCREPANCIES OR IF ACTUAL CONDITIONS DIFFER FROM THOSE PERMIT DRAWINGS AND SPECIFICATIONS. • • U W SHOWN OR NOTED. • ••• • • 8 3. CONTRACTOR SHALL PROVIDE ALL NECESSARY TEMPORARY SUPPORT PRIOR TO COMPLETION 2. THE INSPECTION AGENCIES ARE AS FOLLOWS: a OF VERTICAL AND LATERAL LOAD SYSTEMS. VLMK HAS NOT BEEN RETAINED TO PROVIDE ENGINEER: VLMK ENGINEERS ANY SERVICES RELATED TO JOB SITE SAFETY PRECAUTIONS, OR TO REVIEW THE MEANS, GEOTECHNICAL TO BE DETERMINED d METHODS, TECHNIQUES, SEQUENCES. OR PROCEDURES FOR THE CONTRACTOR TO PERFORM TESTING LAB: TO BE DETERMINED c WORK. UNLESS WE ARE SPECIFICALLY RETAINED AND COMPENSATED TO DO OTHERWISE, OUR WORK IS LIMITED TO THE DESIGN OF WORK DESCRIBED ON OUR DRAWINGS FOR THIS TESTING LAB SHALL PERFORM INSPECTIONS OF ALL PORTIONS OF WORK DESIGNATED IN THE PROGRAM. a PROJECT. THE SELECTED INSPECTION AGENCY SHALL BE AN ACCREDITED. APPROVED SPECIAL INSPECTION AGENCY ? 4. WHERE REFERENCE IS MADE TO ASTM, AISC, ACI OR OTHER STANDARDS, THE LATEST EMPLOYED BY THE OWNER OR OWNER'S AGENT, NOT THE CONTRACTOR OR SUB CONTRACTOR, PER TO I e ISSUE SHALL APPLY. I.B.C. SECTION 1704.1. NE SPECIAL INSPECTORS DUTIES REGARDING THE PORTIONS OF WORK ARE I/ Y &i. i. 5. INSPECTION AND /OR JOB SUPERVISION IS NOT PROVIDED BY VLMK. DESCRIBED IN I.B.C. SECTIONS 1703 AND 1704. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED 3 N CO 6. ALL WORK SHALL BE IN STRICT COMPLIANCE WITH THE 2009 INTERNATIONAL BUILDING CODE PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL, '^ ^1 r1 (IBC) AS AMENDED BY THE STATE OF OREGON (INTERNATIONAL BUILDING CODE. 2009 FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL M P , EDITION, EFFECTIVE JULY 1, 2010) AND ALL OTHER STATE AND LOCAL BUILDING INSPECTION. fr4 ME REQUIREMENTS THAT APPLY. 3. DUTIES OF THE SPECIAL INSPECTOR TO INCLUDE, BUT ARE NOT UMITED TO: 7. DESIGN CRITERIA: A. ACKNOWLEDGE THE SPECIAL INSPECTION PROGRAM AND THE SPECIAL INSPECTION AND TESTING A. WIND LOAD (PER 19C 1603.1.4) AGREEMENT, PROVIDED BY THE LOCAL JURISDICTION. 1. BASIC WIND SPEED (3- SECOND GUST) 105 MPH B. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK FOR CONFORMANCE WITH THE APPROVED PERMIT 2. OCCUPANCY CATEGORY II DRAWINGS AND SPECIFICATIONS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE 3. WIND IMPORTANCE FACTOR (Iw) 1.0 ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE ENGINEER AND 4. WIND EXPOSURE C TO THE BUILDING OFFICIAL. 5. INTERNAL PRESSURE COEFFICIENT (GCpi) +/- 0.18 C. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE B. EARTHQUAKE DESIGN DATA (PER IBC 1603.1.5) BUILDING OFFICIAL. ARCHITECT, ENGINEER, CONTRACTOR AND (OTHER DESIGNATED PARTIES). IN A A OCCUPANCY TIMELY MANNER, AS ESTABLISHED AT NE PRE - CONSTRUCTION MEETING. 2. O C I CUP ANCE CYO CATEGORY FACTOR (le) II II D. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT STATING WHETHER THE WORK REQUIRING MAPPED SPECTRAL RESPONSE ACCELERATIONS S, = 94.6% ; S = 33.8 SPECIAL INSPECTION WAS INSPECTED, AND WHETHER THE WORK IS IN GENERAL CONFORMANCE WITH 3. SITE CLASS D THE APPROVED PERMIT DRAWINGS AND SPECIFICATIONS AND THE APPUCABLE WORKMANSHIP 4. M 5. SPECTRAL RESPONSE COEFFICIENTS S 38.9% ; $,,,= 70.8% PROVISIONS OF THE INTERNATIONAL BUILDING CODE. 6. SEISMIC DESIGN CATEGORY D 4. DUTIES OF THE CONTRACTOR INCLUDE BUT ARE NOT UMITED TO: 7. ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE A. NOTIFY THE SPECIAL INSPECTOR THAT THE WORK IS READY FOR INSPECTION AT LEAST 24 HOURS B THESE DRAWINGS HAVE BEEN PREPARED SOLELY FOR USE IN THE CONSTRUCTION OF THE BEFORE SUCH INSPECTION. ` NELSON BUSINESS CENTER BUILDING 'C' DOOR OPENINGS LOCATED IN LAKE OSWEGO, OR. B. ALL WORK REQUIRING SPECIAL INSPECTION SHALL REMAIN ACCESSIBLE AND EXPOSED UNTIL IT HAS POSSESSION OF THESE DRAWINGS DOES NOT GRANT A LICENSE TO CONSTRUCT OR BEEN OBSERVED AND INDICATED TO BE IN CONFORMANCE BY THE SPECIAL INSPECTOR AND APPROVED FABRICATED NE WHOLE, OR PARTS OF THIS PROJECT IN OTHER LOCATIONS. BY THE BUILDING OFFICIAL •' C. PROVIDE THE SPECIAL INSPECTOR WITH ACCESS TO APPROVED PERMIT DRAWINGS AND SPECIFICATIONS (n AT THE JOB SITE U , D. MAINTAIN AT NE JOB SITE, COPIES OF ALL REPORTS SUBMITTED BY THE SPECIAL INSPECTOR. Z • INIAS[ON 8 - META - Z LiJ A 1. G ALL STRUCTURAL MEMBERS TO BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE 0 (n WITH THE LATEST EDITION OF AISC STANDARDS. SUBMIT SHOP DRAWINGS OF COLUMNS CODE REQUIRED SPECIAL INSPECTION AND MATERIALS TESTING PROGRAM AND MISCELLANEOUS STEEL C B. MATERIALS CONCRETE 0 0 0 1. ALL STEEL PLATES, ANGLES, CHANNELS, ETC. TO BE ASTM A36 TYPICAL UNLESS OTHERWISE NOTED. DRILLED -IN ADHESIVE ANCHORS, RODS AND DOWELS SHALL PER ICC EVALUATION REPORT C TESTING LAB 0 0 fx J 2. STRUCTURAL TUBING TO BE ASTM A500 GRADE B (Fy=46 KSI RECTANGULAR, BE CONTINUOUSLY INSPECTED DURING INSTALLATION F)=42 KSI ROUND). 3. UNLESS OTHERWISE NOTED, BOLTS TO BE A325N FOR STEEL -TO -STEEL CONNECTIONS DRILLED -IN EXPANSION/WEDGE ANCHORS IN CONCRETE V I O Q AND A307 FOR ANCHOR BOLTS AND CONNECTIONS WITH WOOD. PROVIDE STANDARD (UNLESS OTHERWISE NOTED ON DRAWINGS) PER ICC EVALUATION REPORT C TESTING LAB m Z O' L>! PLATE WASHERS UNDER ALL BOLT HEADS AND NUTS IN CONTACT WITH WOOD. O 0 4. DRILLED EXPANSION ANCHORS /ADHESIVE ANCHORS: STRUCTURAL MELDING AND HIGH - STRENGTH BOLTING: Z 03 (- ADHESIVE ANCHORS: BASE MATERIAL PRODUCT I.C.C. NO. SINGLE PASS FILLET WELDS 5/16 AND SMALLER P TESTING LAB B RED PROff 0 o D CO SIMPSON SET -XP EPDXY ANCHOR ESR- 2508 �� FABRICATORS: 51 1<7 GI NF ` S J'j O J M Y EXPANSION ANCHORS: � BASE MATERIAL PRODUCT I.C.C. NO. qC , 2 F� Z tG Ul a CONCRETE SIMPSON STRONG -BOLT ANCHOR ESR -1771 CERTIFICATE OF COMPUANCE MUST BE SUBMITTED TO THE n } r W d OTHER ANCHORS ARE ACCEPTABLE ONLY WITH PRIOR WRITTEN APPROVAL OF ENGINEER. ARCHITECT OR ENGINEER OF RECORD, FOR ALL OFF SITE P TESTING LAB 08 17 2010 '= INSTALL ALL ANCHORS PER MANUFACTURER'S INSTRUCTIONS. PROVIDE MINIMUM EMBEDMENT FABRICATION SUCH AS STRUCTURAL STEEL, OPEN WEB STEEL Iii \ / / AND SPACING UNLESS OTHERWISE NOTED ON DRAWINGS. SPECIAL INSPECTION OF ANCHOR JOISTS AND GIRDERS, GLU -LAMS, AND PRE -CAST CONCRETE. J AS NOTED INSTALLATION IS REQUIRED UNLESS SPECIFICALLY NOTED OTHERWISE ON DRAWINGS. v G 0C7�� C. WELDING W WELDS TO BE MADE BY CERTIFIED WELDERS TO AWS STANDARDS WIN E70XX y '9` Y 19. '1"•"' A � 210314 ALL ELECTRODES. CONTRACTOR SHALL PAY SPECIAL ATTENTION TO THE MEANS AND METHODS `/ N C7 • mgr CGA OF CONSTRUCTION THEY ANTICIPATE EMPLOYING ON NE PROJECT. SOME WELDS SHOWN • AS SHOP WELDS MAY NEED TO BE FIELD WELDS TO AID ERECTION. - f (0 I 1 W HGK MIXT Na • 50.0 210314 SO.OStructuralNotes.dwg 17 Aug 2010 - 9:45 am colbya of • •• •. •• • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • •• m E Ak 0 in l 8E • r' • • •• • • • • • • ..I W a i • • • • • • • • • • •• • ••• ••• • .- Z �® — EXISTING SAWN EXISTING CONCRETE TILT —UP PANEL : ROOF JOISTS, • .•• . .. .. o iYPKL. Z . . I o w EXISTING • •• • • • • • • J . mu ROOF DECK ... - • • • a • • S3.0 .. > f co . • ' • . •• • • a • I E I Y61 a ' . 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(a 3o-1) •�,� • S1.0 210314 S1.OKeyPlan.dwg 17 Aug 2010 — 10:30 am colbya • •• •• •• • • • • •- • • • • • • • • • • • • • . • ••• • • •• . • • : • • • • • • • • • • • • • • • • • • • • • • •• a EXISTING PANEL EXISTING CONCRETE 1.9 u m e E JOINT, TYPICAL. TILT PANEL Z CC E • • • • • • •• •• • • - ` W ^ 2 • • • • • • • • • • - • • • • • r y� oh Llik EXISTING • • • • • • • • • • • • • • • ' Z E® ROOF DECK ' • ' ' • • • . - • . . .. ., • IA • . Z� o • • . ••• •l•• ' : • •• •• • ' . • • • • • • 0Z ,o • • • • • ••• •••• ••• • • • • V W m • • �. . d • • a Q m 3 .(.. . : . .:•••••••• ... , • • • • . : • ' 3' -0" MINIMUM. • dik TOP OF NEW OPENING ' • • C9 • LLI • . a J • ..` ° Q • FINISH FLOOR Ct • I Q Pc Y Ui5 O U Q EXISTING SLAB —ON —GRADE Z m C9 PROPOSED MAN DOOR 4. PROfE U) N o Z O • TO BE CUT INTO EXISTING Cis * GII ' E .J r) w X TILT PANEL 9 f Z g (1) ` os/17/2010 WALE ti vr, Q S AS NOTED l ( i ' \ MAN DOOR OPENING ELEVATION '9`�' � ?10314 1/4" = 1 -0" CGA CHIGOOD • •E NO . S2.0 • 210314 S2.OWallElevations.dwg 17 Aug 2010 — 9:45 am colbyo v I. • •. 0 0 • •• • • • • •• • • • • • - • • • • • • • • • • • • • • • • • • • • • • •• m E - C7H !+ 3 E 1.1 11 • • • 11 • • • •• 11 ? W IX M ws N s3.o • • •• • • •: W i 1 • • • • • • • • • • • "'� C • MEN •S • • ••• 0O• . z o PLATE 3 /8x4xREQ'D c VI 1 TYPICAL TYP (3/16) 11• •• • • 0• •• • • • • 0 1 • • 0110 000 •• • • U 161 I C 1/2" DIA x 3" EMBED SIMPSON • • 11;11 • • o I 'STRONG BOLT' EXPANSION a 1 ANCHORS AT 24" O.C., ALT SIDES j • 1/2" I c 1 COLUMN PER ELEVATION r 4 I 1 w 1-- - - - -- I1 a 1 1/2" 2" EXISTING TILT PANEL o ! j 9 1/4 V II: I M 1 ! ABASE PL 1 /2xREQ'D WITH 00 m 2 iv la 1 LQ C) (2) 1 2 DIA x 4 SIMPSON iv ; I 'SET XP' EPDXY ANCHORS P-I EIS I 1 ` 1 2 „ J 1 1 /2" 1 1 /2" 1 \ / / / f-, • �■� / AS REQUIRED 0 1.1 . S3.0 c STRONGBACK DETAIL - 2 BASE PLATE PLAN 0 z z COLUMN PER ELEVATION 1 II CUT INTO EXISTING CONCRETE 0- Vi 1! �I PLATE PER SO AS 'REQUIRED FOR FLUSH PLATE. 0 J _ i�.L1� ! i! IY I- 1� 3 16 V 1 , ^ ' EXISTING TILT PANEL a • 0 im 0 1 ; rtn . - • Qn In O • EXISTING CONCRETE SLA: 1 I BASE PL PER © - - - — � V V 1� Q . m II I I 53.0 PLUG WELD � Z ° O 0 CO u n FLUSH TYPICA Ep 3/8 x6'xREQ D PLATE p80f r 0 e. < ta f 3 • • • - o . II • • •.• � • 1/4 • WITH (2) 1/2" DIA x 4" ∎ 1 d' U to O EMBED THREADED ROD ii 17 • L j Y 1. Q EXISTING POST POWERS PE1000+ EPO S G OS I Z C (n ~ EXISTING THICKENED SLAB RELOCATED � i NO) -I ' _ 08/17/2010 y "!i AS NOTED P BASE PLATE SECTION 4 POST 9` ��a � 2 10314 ANCHORAGE SECTION �_ � CGA ■ 1" = 1' -O° 3. II in = 1' - 0' O1milm HGK SWI • S3.0 210314 S3.0- DETAILS.dwg 17 Aug 2010 - 10:25 am colbya • • •• •• •. • • • • .• • • • • • . • • . • • • . • . • • . • . • • • ••. •. • • • • • . • . • • Structural Calculations • • • DC -2 Nelson Business Center Door dperiings S • • • • • • • • • • • •• •• • • • NELSON BUSINES CE N T ER DOOR,QPEP1INO$ 6413 SW "'oi;* Lake OsWeg0, OR 97O35: VLMK JOB NO. 210314 STRUCTURAL CALCULATIONS FOR BUILDING PERMIT TABLE OF CONTENTS Design Outline and Criteria DC -1 thru DC -3 Structural Calculations C -1 thru C -17 Structural Details S -0 thru S -3 • DESCRIPTION OF STRUCTURAL SYSTEM This project includes the addition of a man door and the expansion of an existing large door opening. The openings will be in the existing tilt -up concrete panels of the Nelson Business Park Building C, Suite 270. • • • A . P Flle: G.•1Awd2 0 1 0121 0 31 41CALCS1210314 ttC.docx Page 2 of 4 Printed: August 17, 2010 • S. •• •• • • • • •• • • • • • • • • • • • • • • • • • • • • •• • •• • • • • . • • • • ••• • • ••• • • • • Structural Calculations • • • • • • • • • • • • • • • • DC -3 • • • • • • • • • Nelson Business Center Door Openings . • • . • • • • • • •• •• • • DESIGN CRITERIA - :: •• • • • • • CODES: ••• ••• • • •• •• 2007 Oregon Structural Specialty Cite : (Based on the 2006 International Buildirh Gore : DESIGN LOADS: Live Loads: • Roof Snow Load Flat Roof Snow Load, Pf 25.0 psf Dead Loads: Roof (Light- Framed Timber) Roofing (Existing and Future) 4.0 psf Sheathing (5/8" plywood) 1.8 psf Insulation 1.0 psf Sawn Lumbe Trusses 2.5 psf Sub- purlins (max 3x6 at 24 ") 1.2 psf Mechanical, Electrical, Sprinklers 1.0 psf Miscellaneous 1.5 psf Total Roof Load 13.0 psf Wall Weight 5 -1/2" Concrete tilt panel 69.0 psf 6" Concrete tilt panel 75.0 psf Wind: Basic Wind Speed (3- second gust) . 100 mph Wind Importance Factor, I, I = 1.0 Occupancy Category II Wind Exposure B • Seismic: Seismic Importance Factor 1.0 Occupancy Category II Mapped Spectral Response Accelerations SS = 94.8% (97035) S = 33.8% Site Class D Spectral Response Coefficients Sds = 70.8% (97035) Sh = 38.9% Seismic Design Category D • File: GM cad701012103141CALCS12103140C .doa Page 3 of 4 Printed: August 17, 2010 • •. •• •• . • • • •• 00000000* 000 00 ••• • • • •• • 00 • • • • • Structural Calculations • • • • • • • • • • • • • DC -4 • • • • • • Nelson Business Center Door Openings , • • • • .. . • MATERIALS - - • • •• .__• • : _ • • • Concrete: Slab -on -grade (interior) f ` = 3,500 psi Tilt panels • ••• •.• •• f � = 3,500 psi • Reinforcing Steel: ASTM A615, Gr.60 F„ = 60 ksi • Structural Steel: • Plates, Shapes ASTM A36 F„ = 36 ksi Structural Tubes ASTM A500 Gr.B F„ = 46 ksi Bolts and Anchors: Structural Bolts ASTM A325 F 44 ksi Shear Studs ASTM A108, Type B Anchor Bolts ASTM A307 (typical U.O.N.) F = 20 ksi ASTM A449 F = 40 ksi Anchor Rods F1554 Gr. 55 Weldable F = 55 ksi (foundation) F1554 Gr. 105 F„ = 105 ksi Threaded Rods ASTM A36 (typical U.O.N.) F = 36 ksi ASTM A572 Gr. 50 F,, = 50 ksi Drilled Anchors: Concrete Adhesive Simpson SET -XP Epoxy Anchor ICC ESR -2508 Anchors Concrete Drilled Simpson Strong -Bolt Anchor ICC ESR -1771 Anchors • File: G:1Aead201012103141CALCS1210314 DC.doa Page 4 of 4 Printed: August 17, 2010 • • _ _ • • • • • • _ • • • • • VL CONS • :L: • • • • Ji • • E N G 1 I• E E• R •S• •.• & i t 3933 SW Kelly Avenue • Portland • Oreon 97239 -4393 Job No. Z4 MI B„ CCU g P 503.222.4453 •5a3td8kg61 ni • • •• �7e�e G5/13r 1v SheetNo. e- Z • • • •• • • • • • • • • • • • • • • • • . - . I I 1 1 1'-V N��� •Y:,•C I L l : -- - - i - - - - - I _ i . i • • ■ I• ' •I • p • I • • • . • !•••! • ••I ' . . - - - - -�. gOLI ` c • ' ' 1 ^ •C I•e•I • . . 7 - - I - - - - - I ; N z Nb',��Nr • Z i 11 i I I , ' 13. t I i ; ' • , . I I I • I _• _ I J . 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' I I voof I I �I� _ ' • ; I I I i ; . , , , • I 1 I j i _ 1 I I I :-- - I _ r 1 i ..I - - - - - - -. _ . p ••• ••• CONS ;L: t�l :: • J ; b : • E N G I N: g E: R .S: ••• P I • 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No. Po3iN By Gip, P 503.222.4453 ••.5Q3 `t48.8s51i of • • i pate oi/'3 u Sheet No. - G - � • • •• • • • • • I • I i • • ••• •••, ••' • • I p ' I I _ ' . • • • e • • • • • • • I RA A c � c t.t o f2, sN p.& 1 DS i t •. • • • . - I„ • �-- = - 1 3�'1' • % bs I , r 1 -- -- -- I•_.. 4--- '- .__•-- •..._.�__._. - -- --- __.....__ -__ .. .- -- I - I i - - I. • CI P.tr►tt-le, - L�o .i� CAd c: - I - I .1 - I , I I 1 ,83 ter _ i _ . . I I - 1 hi t .L .4 - I ' ' I 1 = k ±�S a(i3) - - • : - - - - - - - ' - - I ! ' �'�s I t 1 I . Kk ?� _ i I , .- ----- .._ j I I I Zy. ''- .131 { , I . . 1 , - - - I - - _ - , . I 1 i . J I - I - - - - I: - - - - _ - ,- - - . i ' - -- - • + I • I , , I i i 1 I I I , I ' 'i I .I -- I -, - I - I I ' I- 1 1 I 1 i - • I I - - F - i - _ - _ _ - . _ I I -I j _ _ _ _ _ I I I 1 _ I , 1 I i i j , , 1 - - - 1 1 - - - - - -- I 1 . ' I I . , I 1 1 I I I - - - - - - - - 1 i , 1 _ _ . _ 1 i - - - - -. .. - -- - - - - -,- - - , i - I. i •S. ••• ••• • • • • • • • ••• I - co ••••••••• • .. . . • . • • . • . . • . • . • •• • •• • •• Anchor Calculations • • • • t psi itt ca( lation4r cop%ete breakout strength in tension, • • • e •adiiestve strength iittenlort and concrete pryout strength Anchor Designer for ACI 318 (Version 4.2.0.2): • • : • • • inshoar. • • • • • • • Job Name : Nelson BC Large DatelTime : 8/16/2010 b) Base Material Door Opening 8:40:01 Alt: • • • • Gonerete :.Nnrmel iveig.ht f.: 3000.0 psi • • • • • • • • 1) Input : : (r ea 1 n'y : Ye: 'F . : 1.00 • • • • Condit on . B tension and shear 4F : 1657.5 psi Calculation Method : ACI 318 Appendix For Cracked Concrete Thickness, h : 12 in Calculation Type : Analysis Supplementary edge reinforcement : No Hole Condition : Dry Concrete a) Layout Inspection : Continuous Anchor : 1/2" Number of Anchors : 2 Temperature Range : I (Maximum 110 ° F SET -XP short term and 75 ° F long term temp.) Steel Grade: Embedment Depth : 4 in A307 GR. C c) Factored Loads Built -up Grout Load factor source : ACI 318 Section 9.2 Pads : No Naa : 0 lb V „ : 0 lb cxi qxi .G3,z V, : 2434 lb M „, : 0 lb*ft M : 0 Ib *ft - 1 e,:0in Yualt. • e : 0 in Li Moderate/high seismic risk or intermediate/high design category : No I f+l0g : � D . b Anchor : 1 + • O ” Anchors only resist w /sustained wind an tension d/or No seismic �* VUax Ely j loads : No . F Apply entire shear load at front row for • �� ”- breakout : No b ex .N i c d) Anchor Parameters From C -SAS -2009: • Anchor Model = SETXP d = 0.5 in • • Category = 1 h 4 in . 2 ANCHOR h = 6.5 in c. 12 in Alta Id,POtiTIVE .FOILTENSIONkN"c.gTIVEF c,= 1.75 in smm =3in co htP.Rc$sl0ti ' 4 tjapiCA' S :C. NTER Of 6N01-I4RS. Ductile = Yes Anchor Layout Dimensions : 2) Tension Force on Each Individual Anchor c : 36 in Anchor #I N = 0.00 lb c, : 8 in 36 in Anchor #2 N.,2= 0.00 lb co Sum of Anchor Tension EN,,. = 0.00 lb c,,, : 36 in b 1.5 in a,= 0.00 in b b,2:1.5in a,, =0.00 in b ].Sin e'N,= 0.00in v1 ' b 6 in e'N,, = 0.00 in v2 s,1: 11 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor. Anchor #1 V ua1 =1217.00 lb (V 0.00 lb , V„a1y= WARNING: Compressive strength will be limited to 2500 1217.00 lb ) • ;.o. • • i��, • .. I c -� I .,• •. • • • • • • • • • • • • • • • • •• Anchor #2 V„,z = 1217.00 lb M 0.00 lb , V= A 144.00 in • •q. D-Kc] 1217.00lb ) • • • • 'Arai = p0 &l in of Anchor Shear EV = 0.00 Ib, EV = 2434.0014 • • • • • o • • ; • • Z., • . • e'v = 0.00 in ‘1 1/(1+2e = 1.0000 [Eq. D -16j] e' = 0.00 in • • • ... T eroNar = 1 /(l t e'rt11aNa) = 1.0000 [Eq. D-16jJ 4) Steel Strength of Anchor in Tension [Sec. D.5.1] i i `l0x.= 400a (totbnation of x -axis and y -axis i eC�� fa rois.� N� = nA [Eq. D-3] • • • • . • • • ge distan Number of anchors acting in tension, n = 0 • Smallest edce, ca mro = 8.00 in N.= 8235 lb (for each individual anchor) [C- SAS -20091 `Fed.Na= 1.0000 [Eq. D -161] = 0.75 [D.4.4] `F nNa = 1.0000 [Sec. D.5.3.14] 4,N,„ = 6176.25 lb (for each individual anchor) T `1'RN,o +(sJsQ N °S (1 -Y' Noa [Eq. D -16g] s = 11 in (largest spacing) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] `Y gNao = max{ `t n - [( n - 1)('rk 1.0) [Eq. D -16h] Ncba = ANIANm`EaN`l'ed.N` [Eq. D - 5] `I'RNao = 1.0000 Number of influencing edges = 0 hd = 4 in Tab, = 1.0000 z N.= 12524.48 lb [Eq. D -16b] A NtO = 144.00 in [Eq. D -6] ANe ,A z = 0.65 [C- SAS -2009] = 276.00 in 'F N, = 1.0000 [Eq. D -9] WNaa = 8140.91 lb (for the anchor group) `I'eaN,, = 1.0000 [Eq. D -9] 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] ` = 1.0000 (Combination of x -axis & y -axis eccentricity factors.) , Concrete side face blowout strength is only calculated for . Smallest edge distance, ca th = 8.00 in headed anchors in tension close to an edge, cal < 0.4h Not applicable in this case. `I'ed.N= 1.0000 [Eq. D -10 orD -11] • Note: Cracking shall be controlled per D.5.2.6 8) Steel Strength of Anchor in Shear [Sec D.6.1] `I'eN = 1.0000 [Sec. D.5.2.6] V.= n0.6A, [Eq. D -20] `Y = 1.0000 [Eq. D-12 or D -13] V.= 4940.00 lb (for each individual anchor) [C-SAS- Nb = lc, f' e hert.5 = 6800.00 lb [Eq. D -7] 2009] k. =17 [Sec. D.5.2.6] = 0.65 [D.4.4] 4) N =13033.33 lb [Eq. D-5] v„ = 3211.00 lb (for each individual anchor) = 0.65 [D.4.4] 9) Concrete Breakout Strength of Anchor Group In 4)NebR = 8471.67 lb (for the anchor group) Shear [Sec D.6.2] 6) Adhesive Strength of Anchor in Tension [Sec. D.53 Case 1: Anchor(s) closest to edge checked against sum of (AC308 Sec.33)] anchor shear loads at the edge "km. = 1040 psi [C- SAS -2009] In x- direction... = her f d(n do) [Eq. D - 161] Vobx = A 'ed.v`I'e vVbx [Eq. D-21] kmaxa - cap = 8.00 in Ic = 17 [C- SAS -2009] A„, = 288.00 in her (unadjusted) = 4 in in2 Tkmm�a = 1082.25 psi A„ = 288.00 in [Eq. D -23] `Fed.v = 1.0000 [Eq. D -27 or D -28] N = .k d,h 6534.51 lb [Eq. D -16f] `F� = 1.0000 [Sec. D.6.2.7] Tk„Ra = 2422.00 psi for use in [Eq. D-16d] sa,Na = min[20d Y ( l450 ) , 3h = 12.000 in (Eq. V = 7(4/4) Y d Y f (c,�)' s [Eq. D -24] D -16d] 1.= 4.00 in s 6.000 in D -16e V = 9298.15 lb ;a.N. - aNa/ = [Eq. ] = A Y' `Y `Y `Y [Eq. D -16b] Vebx = 9298.15 lb [Eq. D -22] N aR = Na/ANao ed.Na R Na a.Na o,NaNao • • .. .. .. • • . • .. G l ••• - •••• • ••• • • • f .. • .. • . . • . . . . t .•. . ,: .• •. • •• • • • • • •• . =0.70 • • • • • 4 :e�o•S .. •'• . 4V cb„ = 6508.71 lb (fora single anchor) _ _ _ ._. ' .. 11 4)14 b ,;.= 61 1b:(forihontire anchor group) • In y- direction... • Case 3: Anchor(s) closest to edge checked for parallel to Vow., = Avoy/A„oovl [Eq. D -22] • edge condition cal = 24.00 in (adjusted for edges per D.6.2.4) • • • • •, C ar' oOtiIc age A„„ = 660.00 in • 'c!iF X Agc�zy:'eiv`1;cvVbx [Eq. D-21] • • • • • A 2592.00 in [Eq. D -23] • • • • c 24.01in'(adju4tdd for edges per D.6.2.4) Y'ec v = 1.0000 [Eq. D -26] A„ = 864.00 in ` = 0.7667 [Eq. D-27 or D -28] A „ = 2592.00 in [Eq. D -23] `P = 1.0000 [Sec. D.6.2.7] = 1.0000 [Sec. D.6.2.1(c)] `Y =1.0000 [Sec. D.6.2.7] Vby= 7(l,/d °.2 11 d fc(ea1)' [Eq. D-24] . f l = 4.00 in Vbx = 7(l10 Y d '4 f [Eq. D-24] Vby = 48314.62 lb 4= 4.00 in V,bpv = 9431.79 lb [Eq. D-22] Vbx = 48314.62 lb = 0.70 V 16104.87 lb [Eq. D -22] Or = 6602.25 lb (for the anchor group) V 2 • V [Sec. D.6.2.1(c)] WVoby = 3301.13 lb (for a single anchor - divided (W ally by V = 32209.74 lb 2) 1 4, = 0.70 Case 2: Anchor(s) furthest from edge check d against total 4Vow = 22546.82 lb (for a single anchor) shear load Check anchors at cyr edge In x- direction... . V = A„o/A „mq'ecvq'ed v�'cvub [Eq. D -22] V� = [Eq. D-21] cat = 24.00 in (adjusted for edges per D.6.2.4) cal = 19.00 in A „ = 660.00 in - A„ = 684.00 in2 = 2592.00 in [Eq. D -23] A„ooa = 1624.50 in [Eq. D -23] 'l'ocv = 1.0000 [Eq. D -26] `I'od.v = 1.0000 [Eq. D -27 or D -28] q'oav= 1.0000 [Sec. D.6.2.1(c)] `Y v = 1.0000 [Sec. D.6.2.7] = 1.0000 [Sec. D.6.2.7] V = 7(1e/do)02 '4 do .4 Pc(c,l)'s [Eq. D -24] Vby = 70e/d0) °2 do ` fc(cal)' [Eq. D-24] 1 = 4.00 in Vt. = 34032.36 lb ] = 4.00 in Vby = 48314.62 lb Vohs = 14329.41 lb [Eq. D -22] Voba, = 12302.33 lb [Eq. D -22] = 0.70 V = 2 • Itchy [Sec. D.6.2.1(c)] V = 10030.59 lb (for a single anchor) V = 24604.67 lb In y- direction... 4 = 0.70 Vcb, ,= A„c/p [Eq. D -22] 4V,bro, = 17223.27 lb (for the anchor group) c = 24.00 in (adjusted for edges per D.6.2.4) A„ = 660.00 in2 Check anchors at c edge A 2592.00 in [Eq. D -23] Vobx = Avca/A„c, „‘ [Eq. D-21] 'P = 1.0000 [Eq. D -26] eat = 8.00 in 2 q'odv = 0.7667 [Eq. D -27 or D -28] A„, = 288.00 in 2 = 1.0000 [Sec. D.6.2.7] Avm„ = 288.00 in [Eq. D -23] 'Poly = 1.0000 [Eq. D -27 or D-28] [Sec. D.6.2.1(c)] • Vby = 701d,) Y J do 11 f [Eq. D -24] Wes = 1.0000 [Sec. D.6.2.7] = 4.00 in o2 r �s V 7 d Y P(ca1) [Eq. D-24] V = 48314.62 lb l 4.00 in \lobo = 9431.79 lb [Eq. D -22] ••••••••••••• r_- • ...••••• •• • •• • • ••• •• •'• • • • • • • •.. • • •• ' • • • • • • • • • • • • • • • • • • • • • • •• • Vb = 9298.15 lb ' • • • N o ll 7 111133.33 1li iconlitlgring all anchors) V = 9298.15 lb [Eq. D -22] • • • • V ooa z 25V8.97 lb: : : Vcby= * Vcbx[Sec.D.6.2.1(c)] • .• 04 1 .'7044.4] •■• •• - V = 18596.30 lb 4 V = 17534.28 lb (for the anchor group) = 0.70 • • • s • VI Che elSD!mgng/C,pacity Ratios [Sec. D.7] 4)V = 13017.41 lb (for a single anchor) : "1wensio; • : : • : : • Check anchors at c,, edge • • • S t e el • 0 • • • V = A„ „ca .v'}'.vVb [Eq. D-22] - Breakout : 0.0000 c = 24.00 in (adjusted for edges per D.6.2.4) - Adhesive : 0.0000 A„ = 660.00 in - Sideface Blowout : N/A A„ = 2592.00 in [Eq. D -23] Shear Teo/ = 1.0000 [Eq. D -26] - Steel : 0.3790 'P = 1.0000 [Sec. D.6.2.1(c)) - Breakout (case 1) : 0.3687 'Y = 1.0000 [Sec. D.6.2.7] - Breakout (case 2) : 0.3687 of rs - Breakout (case 3) : 0.0935 V = 7(1 do f c(ra1) [Eq. D 24] -Pryout : 0.1388 =4.00 in Vb = 48314.62 lb T.Max(0) <= 0.2 and V.Max(0.38) <= 1.0 [Sec D.7.2] V = 12302.33 lb [Eq. D -22] Interaction check: PASS V = 2 * V [Sec. D.6.2.1(c)] Use 1/2" diameter A307 GR. C SET -XP anchors) with V cbax = 24604.67 lb 4 in. embedment = 0.70 (W oo= = 17223.27 lb (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.63] V coa = min[k [Eq. D -30b] kco = 2 [Sec. D.6.3.2] e = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) e 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) Y' = 1.0000 [Eq. D -9] ( Calulated using applied shear load eccentricity) 'Y 1.0000 [Eq. D -9] (Calulated using applied shear load eccentricity) T = 1.0000 (Combination of x -axis & y -axis eccentricity factors) Nag = ("Naa/Ama)(FearP'a.Na)Naa N, = 12524.48 lb (from Section (6) of calculations) AN = 276.00 in (from Section (6) of calculations) AN = 276.00 in (considering all anchors) 'P eals =1.0000 (from Section(6) of calculations) N„ = 12524.48 lb (considering all anchors) N = (ANa /ANC)CFec.N"r'a.N)NCba N = 13033.33 lb (from Section (5) of cal lotions) AN, = 276.00 in (from Section (5) of calculations) AN = 276.00 in (considering all anchors) 'P = 1.0000 (from Section(5) of calculations) • •• •• •. ••• ••• L�_K7 I •••••••••• ••• •• • • ••• • •• • • • • • • • • • • ••• • • • • ••• • • • • • • • - •S• • •• •• •• • • • • •• • • •• Anchor Calculations ' • Coeditiort: B teniign aq Psear 4F • 1933.8 psi • ; • .; 'T$ic ness,h:bin -- Anchor Designer for AC1318 (Version 4.2.0.2 • • • - • -• - • • • • • • Supplen�o et e.?einib : No Date/Time : c) Factored Loads Job Name : Nelson BC Door 8/16/201010:25: •'••' Le. fh %r s i8r e: AEI 318 Section 9.2 Openings Wall Anchor Calculations . . • • • • An • gym: 11., • • • • V„ : 0 lb 1) Input • ••• V : (`lb: • • • • • M. : 0 lb *ft M : 0 lb*ft Calculation Method : ACI 318 Appendix D For Cracked Concrete ' 0 m Calculation Type : Analysis e : 0 in Moderate/high seismic risk or a) Layout intermediate/high design category : No Anchor : 1/2" Number of Anchors : 1 Apply entire shear load at front row for • Strong -Bolt breakout : No Embedment Depth d) Anchor Parameters 3 in From C- SAS -2009: Built -up Grout • • Pads : No • Anchor Model = STB50 d, = 0.5 in c'Xi • Px2 Category =1 lid= 2.5 in ~� - ~ h..= 4.83 in c.= 8.75 in T!: emir = smm =4 in 4 Vuay Ductile = Yes • Cy2 _buy; 2) Tension Force on Each Individual Anchor w • I N ua i � - 42 Anchor #1 N = 131.00 Ib 1 • t t_J_-- II Vi Sum of Anchor Tension EN„ = 131.00 lb ' e'N = 0.00 in + -4 e'N„ = 0.00 in •bx1 bx2 3) Shear Force on Each Individual Anchor C ) Resultant shear forces in each anchor. • Anchor #1 V,, 0.00 lb (Vaal .= 0.00 lb , V,,, 0.00 lb ) 1- Sum of Anchor Shear EV,,, = 0.00 Ib, EV, = 0.00 lb I e'v = 0.00 in • 'I'ANCF1ORI e' = 0.00 in 'Nun IS POSITIVE MR TENSION D NEGATIVE I COMPRESSION 4) Steel Strength of Anchor in Tension [Sec. D.5.1] t INDICATES CENTER OF THE ANCHOR. N.= nA [Eq. D -3] Anchor Layout Dimensions : Number of anchors acting in tension, n =1 c : 4.5 in N.= 13500 lb (for a single anchor) [C- SAS -2009] . c : 36 in . i) = 0.75 [D.4.4] eyr : 36 in 4)N.= 10125.00 lb (for a single anchor) c,,i : 36 in 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.21 Ncb = ANc/ANcoTcd,N [Eq. D -4] Number of influencing edges = 0 b) Base Material h = 2.5 in . . Concrete : Normal weight f : 3500.0 psi AN = 56.25 in [Eq. D-6] Cracked Concrete : Yes . 'F v : 1.00 AN = 56.25 in' • • c . •• •. • • • • l � •.••••... ••• •. • •. . . • • • . . .. • •. • •. • • • • • .. •. •.. • • • • •. • • Smallest edge distance, c, m;n = 4.50 in • • • • • A,� 72.00 ia `P., = 1.0000 [Eq. D-10 or D-111_ • • .. `1' v p 0. :375 -2i o; D-28] - - -- -- • • • • • • - • • • - Note: Cracking shall be controlled per D.5.2.6 • • • TO= l)e0 [Set.1 .6.2'7] Tag = 1.0000 [Sec. D.5.2.6] ' 1.0000 [Eq. D-12 or D -13] ... ... V� = 7( • d, f [Eq. D -24] Nb = k c f' a ha- = 3975.51 lb [Eq. D -7] : • • • • • •b •° 4�75g3.�5 ib : • ic 17 [Sec. D.5.2.6] V = 3284.44 lb [Eq. D-21] N = 3975.51 lb [Eq. D -4] ¢ = 0.70 ¢ = 0.65 [D.4.4] ¢V = 2299.11 lb (for a single anchor) ¢N = 2584.08 lb (for a single anchor) Case 2: This case does not apply to single anchor layout 6) Pullout Strength of Anchor in Tension [Sec. D.53] Case 3: Anchor checked for parallel to edge condition N = `*' .D Check anchors at c, edge = 28951b (f psi) °s = 3425.41 lb V = AvJA„caxq'e&vq'evVtx [Eq. D-21] ¢ = 0.65 eat = 4.50 in ¢Np, = 2226.52 lb A„.= 81.00 in Avcox = 91.13 in [Eq. D -23] 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] `Pay =1.0000 [Sec. D.6.2.1(c)] Concrete side face blowout strength is only calculated for q'av = 1.0000 [Sec. D.6.2.7] headed anchors in tension close to an edge, cal < 0.4h Not applicable in this case. Vbx= 7(l dp y f s [Eq. D -24] 8) Steel Strength of Anchor in Shear [Sec D.6.1] l = 2.50 in V 3856.82 lb V.= 6560.00 lb (for a single anchor) [C- SAS -2009] Veax = 3428.29 lb [Eq. D -21] ¢ = 0.65 [D.4.4] V = 2 * V [Sec. D.6.2.1(c)] 4) V.= 4264.00 lb (for a single anchor) Vebv = 6856.58 lb 9) Concrete Breakout Strength of Anchor in Shear [Sec ¢ = 0.70 D.6.2] = 4799.60 lb (for a single anchor) Check anchors at c, edge Case 1: Anchor checked against total shear oad V A IP V [Eq. D -21 In x- direction... ebr = m/A '' ea 'v e,v br 1E 9 ] o = 24.00 in (adjusted for edges per D.6.2.4) V cbx = A„ex /Avcoxt'edv` [Eq. D-21] in2 A„ = 243.00 in c = 24.00 in (adjusted for edges per D.6.2.4) A= 2592.00 in [Eq. D -23] A Yex = 432.00 in2 lP =1.0000 [Sec. D.6.2.1(c)] A C0i = 2592.00 in [Eq. D -23] T = 1.0000 [Eq. D-27 or D-28] `1 `1 ° 1.0000 [Sec. D.6.2.7] ` `Y = 1.0000 [Sec. D.6.2.7] V = 7(l d f [Eq. D -24] Vbx = 7 (lJdo) 02 ` do r f (cat)' [Eq. D-24] l = 2.50 in V = 47503.75 lb l = 2.50 in Vebv = 4453.48 lb [Eq. D -21] V = 47503.75 lb Va = 7917.29 lb [Eq. D-21] V = 2 * V ebr [Sec. D.6.2.1(c)] Vax = 8906.95 lb ¢ =0.70 ¢ =0.70 ¢V = 5542.10 lb (for a single anchor) ¢V = 6234.87 lb (for a single anchor) In y- direction... Check anchors at c edge Veb A„c JAv.,'Ped.v`I'avVbr [Eq. D-21] = 24.00 in (adjusted for edges per D.6.2.4) Vex = AvciA„eo :Y'edv'PavVbx [Eq. D-21] A = 243.00 in2 �i = 24.00 in (adjusted for edges per D.6.2.4) • • • • ••••• • • • • •. I 1 • • ••• •• • • • • • • • • • • .•• • • • • ••• • • • • • • • • ••• • •• •• • • • • • • • • •• • A„.„ = 432.00 in2 • • • • - l;r%akopt (case 30: 0.0980 A = 2592.00 in [Eq. D -23] • • • • • - rigout • • .0000 : : - - . -• • • • -• • 'Y = 1.0000 [Eq. D -27 or D-28] [Sec. D...2.1(c)] • " V.!v?ax(6) 4 0.2 and T.Max(0.06) 1.0 [Sec D.7.1] `Y V = 1.0000 [Sec. D.6.2.7] Interaction check PASS ••• ••• • • •• •• V 7(1,/d d f40.0 [Eq. D-24] : i I,se4I%" tate/t -Bolt anchor(s) with 3 in. • • embedment • • • • I = 2.50 in • • • • • • • • • • • • ••• • V = 47503.75 lb V = 7917.29 lb [Eq. D-21] V = 2 * Vab [Sec. D.6.2.1(c)] V = 15834.58 lb = 0.70 4V cby = 11084.21 lb (for a single anchor) Check anchors at c, edge Vcby= AvciAvcor`1'ed.V111aVVbv [Eq. D -21] c = 24.00 in (adjusted for edges per D.6.2.4) A„,,= 243.00 in A„ „ = 2592.00 in [Eq. D -23] Tay = 1.0000 [Sec. D.6.2.1(c)) `Y = 1.0000 [Sec. D.6.2.7] V 7(le/do)02 d 11 f (oai)' [Eq. D-24] t = 2.50 in Vb 47503.75 lb V= 4453.48 lb [Eq. D-21] V th 2 * V ,,, [Sec. D.6.2.1(c)] V 8906.95 lb = 0.70 4V = 6234.87 lb (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] V. = k„ Ncb [Eq. D -29] k = 2 [Sec. D.6.3.1] N = 3975.51 lb (from Section (5) of calculations) V = 7951.02 lb = 0.70 [D.4.4] 4)V, = 5565.72 lb (for a single anchor) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.0129 - Breakout : 0.0507 - Pullout : 0.0588 - Sideface Blowout : N/A • • Shear - Steel : 0.0000 - Breakout (case 1) : 0.0000 • - Breakout (case 2) : N/A •, .. .. .. • • • • • • C - t3 ••••••••• • ••• • •• • • • ... •• • • • • • • • In- Opening Post Shear Anchor Calculations : •: : • • • • • • Anchor Calculations • • • • • psi fn cakztlations tvr concrete breakout strength in tension, •. ; • •; •adpe4ve y'(renfth it;tenloi{ and concrete pryout strength -- - - Anchor Designer for ACI - 318 (Version 4.2.0.2). • ••• inUttar. • •: • • • • Job Name : In-Opening Post Shear DatelTime : 8/17/2010 b ) Base Material • Anchor Calculations 9:01:51 AM. • • • t�ontrer • :N •• trrnill 'eitht f, : 3500.0 psi 1) Input • t 49dceatyni `f' to : l'ea . : 1.00 • • • • • • • • •• Calculation Method : ACI 318 Appendix D For Condition : B tension and shear OF, : 1933.8 psi Cracked Concrete Thickness, h : 12 in Calculation Type : Analysis Supplementary edge reinforcement : No Hole Condition : Dry Concrete a) Layout Inspection : Continuous Anchor : 1!2" Number of Anchors : 2 Temperature Range : 1 (Maximum 110 °F SET-XP short term and 75 °F long term temp.) Steel Grade: Embedment Depth : 4 in A307 GR. C c) Factored Loads Built -up Grout U yi KW U4t3 etz 'ai l © Load factor source : ACI 318 Section 9.2 Pads : No gp1 ANp D -/ wtEU PLUSH N : 0 lb V. : 0 lb Xi sx1 cx2 V : 711.6 lb M : 0 Ib *ft M,,, : 0 lb *ft - - e : 0 in Vuay ey: O in c y2 tip c Moderate/high seismic risk or m • intermediate/high design category : No Nue . M b Anchor w/ sustained tension : No 9 + • ° 2 Anchors only resist wind and/or seismic V 17 loads : No Apply entire shear load at front row for i~ �I breakout : No �c1 x:. c d) Anchor Parameters From C- SAS -2009: Anchor Model = SEM d = 0.5 in Category = 1 h = 4 in ANCHORS li = 6.5 in c, = 12 in •NUa IS POstTl1!E FOt2, TEi'ESiorl MO NEGINTIVE F c = 1.75 in s uun = 3 in • COMPRESSIONNI s. iNpICAT $ CENTER QF ANCHORS =Yes Anchor Layout Dimensions : 2) Tension Force on Each Individual Anchor c,, : 36 in Anchor #1 N = 0.00 lb 36 in Anchor #2 N 3 in • „z = 0.00 lb �l Sum of Anchor Tension EN,,, = 0.00 lb c, b 1.5 in a,= 0.00 in xm b, : 1.5 in - a„ = 0.00 in b,, : 3 in e'N. = 0.00 in b in 4, = 0.00 in s,, : 8 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: • Anchor #1 V = 355.80 lb (V,,,,= 0.00 lb , V,,, 355.80 WARNING: Compressive strength will be limited to 2500 lb ) • •• •• •• • . • • •. G.14 • • • • • • • • • • • • • • • • •• • •• • • • • • • • • In- Opening Post Shear Anchor Calc cations = . • • • • • • • • • • •• Anchor #2 V. 355.80 lb (Vp 0.00 lb V 355.801 • • Ay,', s 18.00 in I3 -16c] lb) • . ' • . 'AR, •120:00 • in • • • Sum Anchor Shear EV,. = 0.00 lb, EV,,, = 711.60 •' • •' ' .' • . • • • • ' •' e' = 0.00 in Y� = 1 /(1 +2e' /s = 1.0000 [Eq. D -16j] e' = 0.00 in • • • • • `1' .1 /(lf2e' =1.0000 [Eq. D -16j] • . • . • . • h 4) Steel Strength of Anchor in Tension [Sec. D.5.1] ; '; a ; j on(Cdr2tljnation of x-axis and y -axis • accentiicity factirs.3 • • N.= nAsefma [Eq. D -3] • • . • Number of anchors acting in tension, n = 0 Smallest edge distance, ca = 3.00 in N„ = 8235 lb (for each individual anchor) [C- SAS -2009] ` Yed.N. = min[0.7 +0.3c�; ,1.0] = 0.8500 [Eq. D- 16m] = 0.75 [D.4.4] T = 1.0000 [ Sec. D.5.3.14] 4)N.= 6176.25 lb (for each individual anchor) o s ` I ` a.Na = Tallo.+(s/sa.NO ' (1- `YR.Nao) [Eq. D -16g] 5) Concrete Breakout Strength of Anchor Group in s = 8 in (largest spacing) Tension [Sec. D.5.2] J j To = max( Y n - [( ` n - 1 )(Tka/T` •• a )� s ] , 1.01 Nea = AN JAN.` [Eq. D -5] [Eq. D -16h] Number of influencing edges = 2 % = 1.0000 h = 4 in ` Yu.Na = 1.0000 AND, = 144.00 in [Eq. D-6] N.= = 4628.61 lb [Eq. D -16b] AN = 120.00 in2 4)= 0.65 [C- SAS -2009] = 1.0000 [Eq. D-9] ON, = 3008.60 lb (for the anchor group) 'Y = 1.0000 [Eq. D-9] • q = 1.0000 (Combination of x -axis & y -axis 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] eccentricity factors.) Smallest edge distance, c ® = 3.00 in Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, c < 0.4h Not = 0.8500 [Eq. D -10 or D -11] applicable in this case. Note: Cracking shall be controlled per D.5.2.6 8) Steel Strength of Anchor in Shear [Sec D.6.1] = 1.0000 [Sec. D.5.2.6] 'F, 1.0000 [Eq. D -12 or D -13] V.= n0.6A.1 [Eq. D -20] V.= 4940.00 lb (for each individual anchor) [C -SAS- N =ic f' h = 6800.00 lb [Eq. D -7] 2009] k, = 17 [Sec. D.5.2.6] 4) = 0.65 [D.4.4] N = 4816.67 lb [Eq. D -5] 4) V„ = 3211.00 lb (for each individual anchor) = 0.65 [D.4.4] 4N = 3130.83 lb (for the anchor group) 9) Concrete Breakout Strength of Anchor Group In Shear [Sec D.6.2] 6) Adhesive Strength of Anchor in Tension [Sec. D.53 (AC308 Sec33)] Case 1: Anchor(s) closest to edge checked against sum of T� a = 1040 psi [C- SAS -2009] anchor shear loads at the edge In x- direction... %max= = ka her Pk( do) [Eq. D-16'] V = A„ /A. 0.`I',d.v' [Eq. D-21] k =17 [C-SAS -2009] c a d = 8.00 in (adjusted for edges per D.6.2.4) h1 (unadjusted) = 4 in A = 72.00 in t>cma�a = 1082.25 psi Av.„ = 288.00 in [Eq. D -23] N„ = t d 6534.51 lb [Eq. D -16f] `F ,v = 0.7750 [Eq. D -27 or D -28] tk„ = 2422.00 pssi for use in [Eq. D -16d] `I' =1.0000 [Sec. D.6.2.7] s = min[20d Y (tk„ , 3hJ] = 12.000 in [Eq. V . = 7(1,/d)° - Y d p,( ; [Eq. D -24] D -16d] l 4.00 in • c = s = 6.000 in [Eq. D -16e] V = 10043.1 S lb N. = ANa/AN.'f biNa`I'a.Na`Ya.Na`i'P.NaNao [Eq. D-16b] V =1945.86 lb [Eq. D -22] • S. •. •. • • • • •. G -l5 •••• •• •• •• • ••• • • •• • • • • In- Opening Post Shear Anchor Calculations • • • • • • • • • • • • • • • • • •• r 4 =0.70 • .. =474: •: •'• • • • • 4 ;049°45 . . . +ox = 1362.10 lb (for a single anchor)_ • • • • • 'ebay = . la (fottht entire anchor group) • • • • • • • In y- direction... Case 3: Anchor(s) closest to edge checked for parallel to V A [Eq. D-22] edge condition c, 3.00 in • • • • • • i eckanohi at cfi edge Avev = 76.50 in • : � ' = /Rv ;s`I'ta.vYavVbi [Eq. D -21 ] A Yeov = 40.50 in [Eq. D -23] • • • • c = 8'00 tadjusTet for edges per D.6.2.4) Tee v = 1.0000 [Eq. D-26] A ver = 72.00 in 'I'cd.v = 1.0000 [Eq. D -27 or D -28] Avmx = 288.00 in [Eq. D -23] T = 1.0000 [Sec. D.6.2.7] Tay = 1.0000 [Sec. D.6.2.1(c)] '1' =1.0000 [Sec. D.6.2.7] V by = 7 (4/do) °2 do f (cal)142 [Eq. D-24] l = 4.00 in Vbx = 7(l Y d v f [Eq. D -24] V = 2306.31 lb l = 4.00 in V = 4356.36 lb [Eq. D -22] V = 10043.15 lb = 0.70 V. = 2510.79 lb [Eq. D -22] 4Vcb„ = 3049.45 lb (for the anchor group) V = 2 * V cbx [Sec. D.6.2.1(c)] �V =1524.72 lb (for a single anchor - di 'tied 4)V by V eby = 5021.58 lb 2) 4) = 0.70 Case 2: Anchor(s) furthest from edge checked against total (W = 3515.10 lb (for a single anchor) shear load Check anchors at c edge In x- direction... Va A `1 Y Y' V E . D -22 cbav - wr eev ` edv av by [ q D-22] V Avcx /Avcox'I'a.v'I'avVbx [Eq. D -21] ° 3.00 in c = 8.00 in (adjusted for edges per D.6.2.4) A, = 76.50 in • A„ = 72.00 in2 A vcov = 40.50 in [Eq. D -23] Avcox = 288.00 in [Eq. D-23] T eGy = 1.0000 [Eq. D -26] T.tv = 0.7750 [Eq. D-27 or D-28] `Y v = 1.0000 [Sec. D.6.2.1(c)] `I' = 1.0000 [Sec. D.6.2.7] ` f T = 1.0000 [Sec. D.6.2.7] Vbx = 7(l Y d Y f o(cia)13 [Eq. D -24] V = 7(1,/de do ` f c(cat)" [Eq. D-24] 4 =4.00 in 4 = 4.00 in Vbx = 10043.15 lb Vb = 2306.31 lb V= 1945.86 lb [Eq. D -22] V = 4356.36 lb [Eq. D -22] = 0.70 V = 2 • V [Sec. D.6.2.1(c)] V = 1362.10 lb (for a single anchor) V = 8712.71 lb In y- direction... ¢ = 0.70 V cboy = Ave , /A vcov'I'a.v'I'cd.V' [Eq• D-22] ¢V = 6098.90 lb (for the anchor group) c = 3.00 in A vcy = 76.50 in2 Check anchors at c edge A YeDy = 40.50 in [Eq. D -23] V = Avac/Aveox'Pea.v'1'o.vVbx [Eq. D -21] 'Y = 1.0000 [Eq. D-26] c = 8.00 in (adjusted for edges per D.6.2.4) 'I'cd.v = 1.0000 [Eq. D -27 or D -28] A„ = 72.00 in2 2 `I' =1.0000 [Sec. D.6.2.7] Avwx = 288.00 in [Eq. D -23] Tay = 1.0000 [Eq. D -27 or D -28] [Sec. D.6.2.1(c)] • V 7(ljd ° ' 2 "I d Y f 1 )' s [Eq. D -24] 'Y = 1.0000 [Sec. D.6.2.7] l .00 4 = in l = 4.00 06.31 lb V = 7(I Y d, f 5 [Eq. D -24] l = 4.00 in V 4356.36 lb [Eq. D-22] Q, • •• •• •• • • • • • • • • • • • • • • • • • • �.. 11p • • •• •• • • • • • • In- Opening Post Shear Anchor Calculations • •• • •• • Vb = 10043.15 lb • • • • • N,sa s 4:6.67 Ib f onsidering alI anchors) V = 2510.79 lb [Eq. D -22] _ • • • • F 9217.2! lb • Y 2 V Sea D.6.2.1(c)] • • • • • • • • V = 5021.58 lb �V = 6480.06 lb (for the anchor group) ¢ = 0.70 •: • • • 11).C1 eck EreimanrGapacity Ratios [Sec. D.71 4)V 3515.10 lb (for a single anchor) • • • TgrDior• •• • • Check anchors at c edge • • • • - Olob0 • • • Ni = A v 'I'. v 'Y, y V by [Eq. D -22] - Breakout : 0.0000 = 3.00 in - Adhesive : 0.0000 A = 76.50 in - Sideface Blowout : N/A Avmv = 40.50 in [Eq. D -23] Shcar = 1.0000 [Eq. D -26] - Steel : 0.1108 ''eitv =1.0000 [Sec. D.6.2.1(c)] - Breakout (case 1) : 0.2334 `Y..v = 1.0000 [Sec. D.6.2.7] - Breakout (case 2) : 0.2334 oz �s - Breakout (case 3) : 0.1012 Vb = 7 ( 1 1 d fe(�,) [Eq. D 24] - Pryout : 0.1098 1, = 4.00 in Vb = 2306.31 lb T.Max(0) <= 0.2 and V.Max(0.23) <= 1.0 [Sec D.7.2] Vt,,= 4356.36 lb [Eq. D -22] Interaction check: PASS V = 2 • V [Sec. D.6.2.1(c)] Use 1/2" diameter A307 GR. C SET -XP anchor(s) with V = 8712.71 lb 4 in. embedment = 0.70 = 6098.90 lb (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.63] V = min[k,„N [Eq. D -30b] k = 2 [Sec. D.6.3.2] eNx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) e 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) Y'a,N„ = 1.0000 [Eq. D -9] (Calulated using a shear load eccentricity) Y' = 1.0000 [Eq. D -9] (Calulated using a plied shear load eccentricity) `1' N = 1.0000 (Combination of x -axis & y- 's eccentricity factors) N„_(ANoa/A(' `«.NO)Ne¢ N„ = 4628.61 lb (from Section (6) of calculations) A = 120.00 in (from Section (6) of calculations) A = 120.00 in (considering all anchors) 1 1 1 ,,N,= 1.0000 (from Section(6) of calculations) N.= 4628.61 lb (considering all anchors) Na = (APrw/ANo)(' N = 4816.67 lb (from Section (5) of calculations) A = 120.00 in (from Section (5) of calculations) AN. = 120.00 in (considering all anchors) w� N = 1.0000 (from Section(5) of calculati . ns) I • • •• •• •• • • • • •• • • • • • • • • • • • • 1 • • • •••• •• •• •• • • •• • • • • . C o N S U L T I N G� 5�3.2�2:4453' •' Job ; •' E N G I N E E R S 503.248.9263 Job No. 210?14 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 vlmk @vim : com 0 •Data A • • • • • •• •• • /13/2010 v2.50 - Software Copyright 2009 VLMK Consulting Engineers. All R19hl ReSetved. ! ! • • • - Concrete Tilt -up Panel Design - Opening ' 000 "' • Based on the 2006 International Building Code ! •• ••• • • •• •• /H\ • Coug 'root Alttj • • A . ........ • • p�Rr NV�Z7 L am- ••• • • TOP OF PARAPET _\- TOP OF SHEATHING 1 y WO y ED Geometry _.„q_._ _ . I LP = '£1'10:_! (ft) L L = i ' -3x0 (ft) WO = `'4:i30 HTO pti,Aill I HTO =4 4 l (ft) HBO = Wll (ft) HBO ED = IIli bolil!I I (ft) \ \ TOP OF SLAB H ='d,I Wall (in) \ Superimposed Loads e = )-5 & • 1 (in) eccentricity (from centerline of wall) Note: This program assumes that a D = X�I O (K/ft) service dead) load section of the panel "ED" each side L = $. 01 , (K/ft) service live load of the opening resists the additional Is or S = - 0. it (K/ft) service roof live or snow load loads from the opening. The additional f = , . " v: load factor [IBC 1605.2.1] portion of the wider pier should be f2 = ¢ ;.0. • :EI,4 load factor [IBC 1605.2.1] designed as a typical wall section r Wind . without openings. Speed =,'i'!liffor3 (mph) 3- second gust [IBC Table 1609.3.1] $. i ll'Biil Exposure = ,:'1lllill lisn» l I wind exposui [IBC 1609.4] = � i � f I 0 g - 1 I Zone = 1 importance factor [IBC 1604.5] ,„Iij,,;,�� Interior zone =4, end zone =5 Seismic Sds = OM :0M1M;9, ]t� short period ; spectral response acceleration Ie = ,1:0.0;? importance factor [IBC 1604.5] Base Fixity and Reinforcing I Load Combinations d = ; ?.7 t (in) depth to reinforcing 1.2D + 1.6L + 0.5(Lr or S) [IBC 16 -2] fc = i V °60 - (Ksi) concrete stress 1.2D +1.6(Lr or S) +(f1L or 0.8W) [IBC 16 -3] fv = ,," AO (Ksi) steel stress I 1.2D +/- 1.6W +f1L +0.5(Lr or S) [IBC 16 -4] . 2 faces? = ,I i dnlll is there steel on two faces? 1.2D +/- 1.0E +fiL + f2S [IBC 16 -5] As = 11=Oia :�6 (in area of steellper running foot of wall 0.9D +/- 1.6W [IBC 16 -6] k = i!!dirPJ0i1 0.75 (fixed at base) to 1.0 (pinned) 0.9D +/- 1.0E [IBC 16 -7] Calculations Total As = 0.780 (I k used = 0.900 kL/h = 45.164 OK, kL/h <= 50 Rho = 0.008 OK, Rho < = 1 0.6 RhoB [ACI 14.8.2.3] . DefS = 0.246 (in) OK, Service def. < L/150 [ACI 14.8.4] N 3.b xl,u PAW FaMAX = 0.210 (Ksi) = 0.06 F'c per [ACI 14.8.2.6]t O faSVC = 0.035 (Ksi) OK, Vert. serv. load stress <= 0.06 F'c ? • Ms = 17.362 (K -in) LA rm.1 • Vr, 1/ ebr. phiMn = 40.100 (K -in) d�'•bTAa�c.G +MuMAX = 34.322 (K -in) OK, Maximum Positive Mu <= phiMn [ACI 14.8.3] MuBASE = 16.914 (K -in) OK, Mu @ Slab Level <= phiMn [ACI 14.8.3] I • MuHTO = 23.759 (K -in) OK, Mu @ Top of Opening <= phiMn [ACI 14.8.3] _ MuHBO = - 16.914 (K -in) OK, Mu @ Bern of Opening <= phiMn [ACI 14.8.3] Mcr = 26.844 (K -In) OK, Mcr < phiMn [ACI 14.8.2.4] i , Design Summary I j Total area of reinforcement required each side: ❑ (3) #5 bars at center (As =0.93 sqin) ❑ (2) #6 bars at center (As =0.88 sqin) q,- (2) #7 bars at center (As =1.2 spin) . C4- 4 ,uhRS 'kT Cks = D,acf.a+n PcT mbe-Ne ) \CkS'rIOG,