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Specifications %202_0-0cz2. 7650 S.W.Beveland St. RECEIVE D TM RIPPEY Tigard,Oregon 97223 CONSULTING ENGINEERS Phone: (503)443-3900 SEP 03 2020 Fax: (503)443-3700 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS PROJECT: MDG—TIGARD TRIANGLE—GENERATOR LOCATION: 13190 SW 68"PARKWAY TIGARD,OREGON 97223 'n CLIENT: MILDREN DESIGN GROUP j �lyGINEE$ 75, DATE: JULY 14,2020 / 8512PE114 \� PROJECT NUMBER: 20160 / xW J. OREGON .Jy r• 19 , ' TABLE OF CONTENTS: a k O L E ����� EXP: 6/30/22 ITEM SHEET NUMBER GENERAL NOTES N1- N2 DETAIL SK1-SK3 CALCULATIONS Cl-C10 DESCRIPTION: THIS DESIGN PACKAGE INCLUDES DETAILS AND CALCULATIONS FOR A NEW SLAB ON GRADE SUPPORTING A GENERATOR,AND THE ANCHORAGE OF THE GENERATOR TO THE SLAB. GENERAL STRUCTURAL NOTES CODE REQUIREMENTS: CONFORM TO THE 2018 INTERNATIONAL BUILDING CODE AS AMENDED BY THE 2019 OREGON STRUCTURAL SPECIALTY CODE,REFERENCED HEREAFTER AS IBC. DESIGN CRITERIA: DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC. IN ADDITION TO THE DEAD LOADS,THE FOLLOWING LOADS WERE USED FOR DESIGN,WITH LIVE LOADS REDUCED PER IBC: GENERATOR WEIGHT:3,170 LBS SEISMIC IMPORTANCE FACTOR Ie: 1.0 SITE CLASS:D(DEFAULT) SDS=0.691 ap=1.0 Rp=2.5 EXISTING CONDITIONS• THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS,DIMENSIONS AND ELEVATIONS. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS PRIOR TO THE START OF THE WORK. TEMPORARY CONDITIONS THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY OF THE NEW AND EXISTING STRUCTURES AND WALLS DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR STABILITY UNDER THE FINAL CONFIGURATION ONLY. EARTHWORK: SEE PROJECT SPECIFICATIONS AND SOILS REPORT. IF THERE IS NO PROJECT SPECIFICATIONS OR SOILS REPORT FOR THE PROJECT THEN COMPLY WITH THE FOLLOWING: PROTECT INCOMPLETE WORK FROM FLOODING DURING STORMS OR OTHER CAUSES,THOROUGHLY BRACE OR OTHERWISE PROTECT ALL STRUCTURES NOT STABLE AGAINST UPLIFT DURING CONSTRUCTION. TAKE ALL NECESSARY PRECAUTIONS TO PREVENT DISTURBANCE OF AND TO PROPERLY DRAIN THE AREAS UPON WHICH CONCRETE IS TO BE POURED. DO NOT ALLOW WATER TO ACCUMULATE IN EXCAVATIONS. REMOVE WATER TO PREVENT SOFTENING OF THE BASE FOUNDATIONS. CONVEY WATER REMOVED FROM THE EXCAVATIONS AND RAINWATER TO TEMPORARY DRAINAGE DITCHES OR OTHER STRUCTURES OUTSIDE THE EXCAVATION LIMITS FOR THIS STRUCTURE.ENSURE THAT THE WATERING OPERATIONS WILL NOT ADVERSELY AFFECT FOUNDATIONS. MAINTAIN THE EXCAVATION FREE FROM GROUND WATER FOR THE TIME REQUIRED TO COMPLETE THE WORK IN A PROPER WORKMANLIKE MANNER. REMOVE LOOSE OR DISTURBED SOIL FROM THE BOTTOMS OF EXCAVATION. FOOTINGS SHALL BEAR ON UNDISTURBED NATIVE SOIL OR ENGINEERED STRUCTURAL FILL. WHERE COMPACTED AREAS ARE DISTURBED BY CONSTRUCTION OPERATIONS OR ADVERSE WEATHER,OVER EXCAVATE AND BACKFILL WITH 3/4"MINUS CRUSHED ROCK COMPACTED TO MINIMUM OF 95%OF THE DRY DENSITY AS MEASURED BY AASHTO T180. AT DISTURBED AREAS WITHIN 3'-0"OF BUILDING FOUNDATIONS COMPACT TO MINIMUM 95%OF THE DRY DENSITY AS MEASURED BY AASHTO T180. CAST-IN-PLACE CONCRETE: MIX DESIGN:PREPARE DESIGN MIXES FOR EACH TYPE OF CONCRETE.PROPORTION MIXES BY EITHER LABORATORY TRIAL BATCH OR FIELD EXPERIENCE METHODS,USING MATERIALS TO BE EMPLOYED ON THE WORK FOR EACH CLASS OF CONCRETE REQUIRED. FURNISH CERTIFIED REPORTS OF EACH PROPOSED MIX FOR EACH TYPE OF WORK OF THIS SECTION. THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS,ALONG WITH TEST DATA AS REQUIRED,A MINIMUM OF TWO WEEKS PRIOR TO PLACING CONCRETE. ADMIXTURES: AIR ENTRAINING AGENT IN ACCORDANCE WITH ASTM C260 AND WATER-REDUCING ADMIXTURE CONFORMING TO ASTM 494,USED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS,MAY BE INCORPORATED IN CONCRETE DESIGN MIXES. AN AIR-ENTRAINING AGENT CONFORMING TO ASTM C260 SHALL BE USED IN CONCRETE MIXES FOR EXTERIOR HORIZONTAL SURFACES EXPOSED TO WEATHER. THE AMOUNT OF ENTRAINED AIR SHALL BE 5%-7%BY VOLUME. FLY ASH SHALL CONFORM TO ASTM C 618 AND SHALL BE LIMITED TO A 15%MAXIMUM BY CEMENT WEIGHT. CONCRETE WORK SHALL CONFORM TO ACI 301. CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD 28-DAY CYLINDER TESTS PER ASTM C39,AND SHALL BE AS FOLLOWS: TM RIPPEY Consulting Engineers By: _AM Date: 7650 SW Beveland Street ChkBy: Date: Suite 100 TIGARD TRIANGLE-GENERATOR Job#: 211160 Tigard,Oregon 97223 Phone:(503)443-3900 13190 SW 68th PARKWAY TIGARD,OREGON 97223 Sheet: _ NI Of: FOOTINGS:fc=3,000 PSI AT 28 DAYS. (MINIMUM CEMENT CONTENT=470 LBS) (SPECIAL INSPECTION OF CONCRETE MIX IS NOT REQUIRED AS IT WAS DESIGNED TO fc 2500PSI) ABSOLUTE WATER/CEMENT RATIO BY WEIGHT: Pc=3000 PSI(0.54 NON-AIR ENTRAINED,0.46 AIR ENTRAINED) SLEEVES,OPENINGS,CONDUIT,AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER BEFORE POURING. CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER THAN ONE THIRD OF THE THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER. PROVIDE 3/4"CHAMFERS ON ALL EXPOSED CONCRETE EDGES UNLESS NOTED OTHERWISE. SLAB ON GRADE IS NOT DESIGNED AS A STRUCTURAL DIAPHRAGM. CONCRETE REINFORCING STEEL: REINFORCING STEEL SHALL CONFORM TO ASTM A615,GRADE 60 FOR DEFORMED BARS,UNLESS OTHERWISE NOTED. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH ACI 315 LATEST EDITION("DETAILS AND DETAILING CONCRETE REINFORCEMENT"). CONDITION: MINIMUM COVER: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" CONCRETE EXPOSED TO EARTH AND WEATHER: NO.6 THROUGH NO.18 BARS 2" NO.5 BAR,W31 OR D31 WIRE AND SMALLER 1 1/2" CONCRETE ACCESSORIES: CONCRETE SCREW ANCHORS SHALL BE"SIMPSON STAINLESS STEEL TITEN HD"(OR ENGINEER APPROVED EQUIVALENT) INSTALLED PER MANUFACTURER'S GUIDELINES AND CURRENT ESR REPORT. INSPECTIONS: SPECIAL INSPECTIONS:IN ACCORDANCE WITH SECTION 1704 OF THE IBC AND APPLICABLE SECTIONS OF THE PROJECT SPECIFICATIONS. SPECIAL INSPECTIONS ARE TO BE PERFORMED BY AN INDEPENDENT TESTING LABORATORY EMPLOYED BY THE OWNER FOR THE AREAS INDICATED BELOW: 1. PERIODIC SPECIAL INSPECTION FOR POST-INSTALLED CONCRETE SCREW ANCHORS. THE CONTRACTOR AND SPECIAL INSPECTOR SHALL NOTIFY THE ENGINEER OF RECORD OF ANY ITEM NOT COMPLYING WITH THE PROJECT SPECIFICATIONS AND/OR APPLICABLE CODES BEFORE PROCEEDING WITH ANY WORK INVOLVING THAT ITEM. THE ENGINEER OF RECORD WILL REVIEW THE ITEM AND DETERMINE ACCEPTABILITY. IF WORK INVOLVING THAT ITEM PROCEEDS WITHOUT THE APPROVAL OF THE ENGINEER OF RECORD THEN THE WORK WILL BE CONSIDERED NON-COMPLIANT. lI -r y 1 f TM RIPPEY Consulting Engineers By: AM Date: 7650 SW Beveland Street Chk By: Date: Suite 100 TIGARD TRIANGLE-GENERATOR Tigard,Oregon 97223 Job#:�0160 Phone:(503)443-3900 13190 SW 68th PARKWAY TIGARD,OREGON 97223 Sheet: N2 Of: PROPOSED LOCATION OF 12'X 6'GENERATOR PAD If III t 1, yJJ '4. --. --. . il ler I. A " • 0 • E31 " CH 8,> Fr i 40 \ OAK 220 4, AI OAK 1 6 „ je,y,„.. .".. UP AirrAi, ' r r•iit ' 7 ::: 7 Air 0 A ' 410, 100 0 A el ji; owe- - 0 LOCATION OF WORK FOR (1) NEW GENERATOR. SEE 1/SK2. ADDRESS: 13190 SW 68TH PKWY, TIGARD, OR 97223 01 SITE PLAN LOCATION SK1 / 7f r TM RIPPE.Y 1l�Cl LZ Consulting Engineers By: AM Date: 7650 SW Beveland Street Chk By: Date: Suite 100 TIGARD TRIANGLE-GENERATOR Job it: 20160 Tigard,Oregon 97223 Phone:(503)443-3900 13190 SW 68TH PKWY, TIGARD, OR 97223 Sheet: SK1 Of: ATTACH GENERATOR TO SLAB USING(4)5/8'0 X 4"NOM. EMB.SIMPSON 'STAINLESS STEEL TITEN HD"SCREW ANCHORS.PROVIDE MIN. EDGE DISTANCE=0'-6".(ANCHOR LOCATIONS PER MANUF. RECOMMENDATION). 95 / 1 / o O e I iL 81 • o 1 . 815 938 629 a [361 [3t] 129 4111 0 GENERATOR ANCHOR PLAN SK2 -DRAWING IS FROM MANUF.AND IS FOR REFERENCE ONLY. N.T.S GENERATOR BY OTHERS. PR MAX WT.=3'170LBS. (4CC.CGI NECI ED � / 0512PE J X ' OREGON i s APT• 19 , ��� ��9krtEw0:\�� EXP: 6/30/22 4"EMB.— Q,, SLAB - m ,o- —°a — — 'a - 8 MIN. THICKNESS Kii ANCHER PER 1/SK2.TYP. REINFORCED CONCRETE / SLAB.SEE 1/SK3. 6"MIN.EDGE DISTANCE.TYP. 2 CONNECTION TO SLAB SK2 -STAINLESS STEEL ANCHORS ARE REQUIRED FOR EXTERIOR USE. N.T.S.-LOCATION OF UNIT PER CONTRACTOR. -CONCRETE TO CURE FOR MIN.21 DAYS PRIOR TO THE INSTALLATION OF POST INSTALLED ANCHORS. if A TM RIPPEY 1 Consulting Engineers By: AM Date: 7650 SW Beveland Street Chk By: Date: Suite l00 TIGARD TRIANGLE-GENERATOR Tigard,Oregon 97223 Job# 20160 Phone:(503)443-3900 13190 SW 68TH PKWY,TIGARD, OR 97223 Sheet: SK2 Of: 'I 6'-0"±. �' .4_"' as"' �4 "' 44 \ NOTE: REBAR TO BE '1 a'� 1' 'd1 �'' v_°T' ROUGHLY CENTERED IN SI .44 ad ad 44 �I SLAB DEPTH. 44 44 44 04 '444 Q41 '44 44 1141 G I ad 4 I ad IS. ad1 " ad I 4} a+ ,.44 4+ ad 14+ 4'} OUTLINE OF GENERATOR. rd .14+ .a4-144-,a 1 a+ ati� 44 a+ I' 44. a+ 44 4+ 44 al. 4°I.I a4 d+ i a4 4s 44 1 4+ .44 4'I 44 44 44 I" .4a "I 44 44 44 44 4+ 144 a+ 44 44 44 44 44 Ip _44 'FP—1-44-4‘+ _441a� -44 $ - 4.4 -44 I d 4't' .ad 44I .ad 44 04 a'I ad 1 44 44i 44 4I " ..44 4" 1.44 46' .44I I% ..44 " 44 4 144 4444 i_44 4444 +4 Or 4 a4 Iii� 44 ad i 141 44 4'. _44 I.44 -441 -44 I }4 "44 -dd 1 -44 Q4 .f4 12'-O"± PROVIDE (8)#4 REBAR a4 4s 144.. aa 41 4+ 44 . 44 EVENLY SPACED. 44 m m I?,' a4 t114'`- 44-i"—a4-4'+eI-44- "' li4 dY 44 O. 44 d°. 4414+ 44 4'� aQ b ad l m 1yt� .44 44 ad 144 44 44 I a4 44 44 C.(�� I n //ff a4 4 4+ 1 44. 4+ a4t 4+ ad 4} r�� �l3GINEE� �j� add 44--.1 - -l_44�+ 44 . ..a4 4'� �` / 8512PE ' I PROVIDE (4) #4 REBAR 4.zd �. 4+ 1 . 4;4 1 as , 4,t4 xiike; 1 ad 1 a4 ad 1 ad I EVENLY SPACED. 4fi 44 4s 1.44 4+ 44 14+ 44 4+r - ,,, OREGON e E ,4 Z j 44 a 144 a� 44 1 �4 44— ." pp, 1 9 , ti� —444 44 44{ 44 y9 K1. E w�\\�� 1 a,. 1a. a+1 a'. 1 "d ... 44 G4 44 1 '4 4 EXP: 6/30/22 'r 44 a+ 1 44 4+ 441 4a 44 4T or 4A .4' 4A a+ d+aA 4A 4A \ A/ 1-1/2" CLR. MIN. TYP. 7-1 SLAB REINFORCEMENT PLAN SK3 { -PLACE ELECTRICAL CONDUIT WITH 1-1/2"CLEARANCE FROM REINFORCEMENT.TYP. N.T.S -miTM RIPPEY Consulting Engineers By: AM Date: 7650 SW Beveland Street Chk By: Date: Suite 100 TIGARD TRIANGLE-GENERATOR Job#: 20160 Tigard,Oregon 97223 — Phone: (503)443-3900 13190 SW 68TH PKWY,TIGARD, OR 97223 Sheet: SK3 Of: flaa4icc4- LoCr4+)c t i310 Ski 4 # PKwy 1 r;Sera , OR 011223 (neneralor: 4-Uhw:AS GIUO Nb MnR We;5114- = 31?01b5 .X0 / 475 Oefik - �36 ;4 W/ 8512PE Wi d ti0 '^ 7 ,k'ttIi,4'Z i-1e15h+ = SY= '^ s� OREGON et, oC u «S a40-, y°a , 1. E w .\\,% 7.1 sdi^ ( 7 ) _ 3614 EXP: 6/30/22 SeiSA i4, 6(11erla, 40 50S : 0,011 rn( 1.0 fIP -25 Set SrM t prwtr,;3 11 SI yvi nb vol ern3Oe-s4(1 _ 31C�1 /TEAKTM RIPPEY Q 1 BY f M DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 10BNO ZO6O Tigard,Oregon 97223 Phone(503) 443-3900 SHEET OF Seismic Loads - Nonstructural Components Based on ASCE 7-16 Section 13.3 SDS = 0.691 Spectral acceleration IP = 1.00 Importance factor z = 0 ft Height of point of attachment h = 30 ft Average height of structure Rp = 2.5 Component response modification factor a = 1 Component amplification factor `Np = 3170 lbs Component operating weight hc.G.G. = 36 in Height of center of gravity bunit = 38 in Width to resisit overturning 0 = 2.0 Fp = 350.5 lbs (LRFD) UArn,Stsl4rr, t +21i) (13,3-1) 245.3 lbs (ASD) ' (Rp) irp Fpmin = 657.1 lbs (LRFD) Pr, shall not be taken as less than 460.0 lbs (ASD) =0.3tipyltV (13.3-3) Check overturning in unit(LRFD Load Combo 7) Momor = 47314 in-lbs (LRFD) w/ f2 MomRes = 45883 in-lbs (LRFD) TOT = 38 lbs (LRFD) wl 0 For all anchors resisting tension (combined) Check Compression in Slab (LRFD Load Combo 6) COT = 2525 lbs (LRFD) w/o f2 For full side in compression (combined) Fp hc.e.G. 114 b.nil COT Tor TM RIPPEY CONSULTING ENGINEERS /1 • eGg = 0,007,5G1( Z k E k S VI- t Y?: a�' k a t: r,o I l=d- 0,5-7 , t/ 01oo2sc,(0rk1,1,0x6,5-007n,ri+) G r3.ed P{ SU(` e- o.fC&i oC bent('aFto = /a-= !:&A ($ ;n) c 7$A$in2 c 61, 1( f42 ForGt.= Fc q,7G � A (Ih) ' (13.c F)(0,us)(i'0(5q,7 Fk ) OZS, 5. tljs (tRF{7) w;n6 cioorAL des:0.0 ✓ 1>4G�c6ac,� Gfi-{e�iA b ( ov1rns) T"en.;An 7 7- (1611-`t., 11'9(/6") - (0.F1t3i701(2s) 7(iQ"11 ) = I'itif,� /7 F41.15 qaa ks win b 15 S�Uf V= i01$4.5 ¢ /It 257, tic Tension 7 ; 3$ ,{,e, w/JL (6oveer &) ase � V = '(,6'7, I Its (ef�-e,a ) )bit!,Z tt' it /till vIl Se:S n-i C TM RIPPEY BY ,y I DATE CONSULTING ENGINEERS CHK BY DATE ._ 7650 S.W. Beveiand St, Suite 100 Tigard,Oregon 97223 1DBND �0 119 0 Phone(503) 443-3900 SHEET 63 OF SIMPSON Anchor Designer TM Company: Date: 6/10/2020 Engineer: Page: 1/5 StrongTie Software Project: Version 2.8.7094.9 Address: Phone: E-mail: 1.Prolect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units:Imperial units Concrete thickness,h(inch):6.00 State:Cracked Anchor Information: Compressive strength,Pe(psi):2500 Anchor type:Concrete screw 4-icy: 1.0 Material:Stainless Steel Reinforcement condition:B tension,B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):4.000 Reinforcement provided at corners:No Effective Embedment depth,her(inch):2.310 Ignore concrete breakout In tension:No Anchor category: 1 Ignore concrete breakout In shear:No Anchor ductility:Yes Ignore 6do requirement:Not applicable Non(inch):6.00 Build-up grout pad:No cep(inch):6.00 Cmur(inch):1.75 Sn, (inch):3.00 Rec Anchor Name:Titan HD®Stainless Steel-5/8"0 SS Titan HD,hnom:4"(102mm Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com l(-) SIMPSON Anchor Designer TM Company: Date: 6/10/2020 Software Engineer: Page: 5/5 Strong-Tie Version 2.8.7094.9 e Address: Phone: E-mail: 2.31 0.625 1.00 2500 5.00 4018 sV oox=0(2)(Avt/Avto)sf`.n,v'Pc,vY4.vVby(Sec.17.3.1,17.5.2.1(c)&Eq.17.5.2.1 a) Ave(in2) Ave*(in2) 'Yed.v Kt, 'Yn,v Vor(lb) 4 ¢Vtb.(Ib) 75.00 112.50 1.000 1.000 1.118 4018 0.70 4193 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.31 OtVcp=15kcpNct=Okcp(ANt/ANco)Ved,NKN'Pcp,NNo(Sec. 17.3.1 &Eq.17.5.3.1a) kcp Aft(in2) ANto(in2) Ted,N Yic,N 'Ycp,N Nb(Ib) tf iiVcp(Ib) 1.0 48.02 48.02 1.000 1.000 1.000 2984 0.70 2089 11.Results interaction of Tensile and Shear Forces(Sec.R17.6) Tension Factored Load, N.(Ib) Design Strength,eNe(Ib) Ratio Status Steel 900 21542 0.04 Pass Concrete breakout 900 1455 0.62 Pass(Governs) Shear Factored Load,Vue(Ib) Design Strength,eVN(Ib) Ratio Status Steel 1315 6089 0.22 Pass T Concrete breakout x+ 1315 1887 0.70 Pass(Governs) II Concrete breakout y+ 1315 4193 0.31 Pass(Governs) Pryout 1315 2089 0.63 Pass Interaction check (NNA6M,e)° (V., V.)4° Combined Ratio Permissible Status Sec.R17.6 0.45 0.55 99.7% 1.0 Pass 5/8"f11 SS Titers HD,hnom:4"(102mm)meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. -Per designer input,ductility requirements for tension have been determined to be satisfied-designer to verify. -Per designer Input,ductility requirements for shear have been determined to be satisfied-designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.580.9000 Fax:925.847.3871 www.sirongtie.com c_ • • C(Ai r tC SIOt u design' M;n 4-1•14nr$1 1ro15_ gec,F;(1 c- 0.1 r 661 o f ;,5 t l 1560 eSC (r%xse)^'c(I) ftelvire4 eh 4 'rtc croft „(i-c,r 6,ti i41�II i` rla, ikek 64111l)( ?a") /plc," = "7Z 41' miaat\,c 317o1 /'ll t �. �so1N1F 120-. v4 < i500 -� a Gkc,y ,/ C�nerrr�l c rcrtui {m- futt ,,,y�� ✓ TM RJ PEY BY P M DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 108 NO 71)140 Tigard,Oregon 97223 Phone(503) 443-3900 SHEET tk OF Project Title: Engineer: Project ID: Project Descr: General Footing File:20f60-Slab Design.ec6 g Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.28 Lie.#:K01.06002562 TM RIPPEY CONSULTING ENGINEERS DESCRIPTION: Generator Footing Code References lc Calculations per ACI 318 11, IBC 2012,CBC 2013,ASCE 7-10 +`�7 f&t,M.t It k if Load Combinations Used :ASCE 7-16 CO v\ ,i, General Information t Material Properties Soli 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 = Yes c:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 267.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when fooling base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension • Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes ksf when max.length or width is greater than Add Pedestal Wt for Soil Pressure Yes _ ft Use Pedestal wt for stability,mom&shear Yes Dimensions Width parallel to X-X Axis = 4.250 ft Length parallel to Z-Z Axis = 12.250 ft Footing Thickness - 6.0 in Pedestal dimensions... x ^ i x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in I Rebar Centerline to Edge of Concrete... ( • I m at Bottom of footing = 3.0 in w Reinforcing 4• • Bars parallel to X-X Axis Number of Bars = 8 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4 Reinforcing Bar Size = # 4 ,'i , _ - ,. ._._ _:,4 Bandwidth Distribution Check (ACI 15.4A.2) �" Direction Requiring Closer Separation Bars along X-X Axis #Bars required within zone 51.5% #Bars required on each side of zone 48.5% Applied Loads D Lr L S W E H P:Column Load = 3.170 k 0B:Overburden = ksf M-xx = 3.085 1.971 k-ft M-zz = k-ft V-x = 0.2570 0.6570 k V-z = 0.2570 0.6570 k G? • Project Title: Engineer: Project ID: Project Descr: General Footing File:20160-Slab 0esign.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12,20.2.28 Lie.#:KW-06002562 TM RIPPEY CONSULTING ENGINEERS DESCRIPTION: Generator Footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.09765 Soil Bearing 0.1538 ksf 1.575 ksf +D+0.60W about X-X axis PASS 13.485 Overturning-X-X 1.928 k-ft 25.999 k-ft +0.60D+0.60W PASS 39.227 Overturning-Z-Z 0.230 k-ft 9.020 k-ft +0.600+0.70E PASS 3.658 Sliding-X-X 0.4599 k 1.682 k +0.60D+0.70E PASS 3.077 Sliding-Z-Z 0.4599 k 1.415 k +0.60D+0.70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1150 Z Flexure(+X) 0.1925 k-fl/ft 1.673 k-ft/ft +1.40D PASS 0.1150 Z Flexure(-X) 0.1925 k-ft/ft 1.673 k-ft/ft +1.40D PASS 0.7429 X Flexure(+Z) 1.749 k-fl/ft 2.354 k-ft/ft +1.20D+W PASS 0.6794 X Flexure(-Z) 1.599 k-ft/ft 2.354 k-ft/ft +1.40D PASS 0.05904 1-way Shear(+X) 4.428 psi 75.0 psi +1.400 PASS 0.05904 1-wayShear(-X) 4.428 psi 75.0 psi +1.40D PASS 0.1934 1-way Shear(+Z) 14.502 psi 75.0 psi +1.20D+W PASS 0.1856 1-way Shear(-Z) 13.923 psi 75.0 psi +1.40D PASS 0.8209 2-way Punching 123.130 psi 150.0 psi +1.40D Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual!Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 1.575 n/a 0.0 0.1359 0.1359 n/a Ma 0.086 X-X,+D+0.60W 1.575 n/a 3.270 0.1179 0.1538 n/a n/a 0.098 X-X,+D+0.450W 1.575 n/a 2.453 0.1224 0.1494 n/a n/a 0.095 X-X,+0.600+0.60W 1.575 n/a 5.451 0.06358 0.09949 n/a n/a 0.063 X-X,+D+0.70E 1.575 n/a 2.730 0.1209 0.1509 n/a n/a 0.096 X-X,+D+0.5250E 1.575 n/a 2.048 0.1246 0.1471 Na n/a 0.093 X-X,+0.60D+0.70E 1.575 n/a 4.550 0.06654 0.09653 n/a nla 0.061 Z-Z,D Only 1.575 0.0 n/a n/a n/a 0.1359 0.1359 0.086 Z-Z,+0+0.60W 1.575 0.1308 n/a n/a nla 0.1338 0.1380 0.088 Z-Z,+D+0.450W 1.575 0.09808 n/a n/a n/a 0.1343 0.1374 0.087 Z-Z,+0.60D+0.60W 1.575 0.2180 n/a n/a n/a 0.07946 0.08360 0.053 Z-Z,+D+0.70E 1.575 0.390 n/a n/a n/a 0.1297 0.1421 0.090 Z-Z,+D+0.5250E 1.575 0.2925 n/a n/a n/a 0.1313 0.1405 0.089 Z-Z,+0.60D+0.70E 1.575 0.6501 n/a n/a n/a 0.07536 0.08771 0.056 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,0 Only None 0.0 k-ft Infinity OK X-X,+D+0,60W 1.928 k-ft 43.332 k-ft 22.474 OK X-X,+D+0.450W 1.446 k-ft 43.332 k-ft 29.966 OK X-X.+0.60D+0.60W 1.928 k-ft 25.999 k-ft 13.485 OK X-X,+D+0.70E 1.610 k-ft 43.332 k-ft 26.920 OK X-X,+D+0.5250E 1.207 k-ft 43.332 k-ft 35.894 OK X-X,+0.60D+0.70E 1.610 k-ft 25.999 k-ft 16.152 OK Z-Z,D Only None 0.0 k-ft Infinity OK Z-Z,+0+0.60W 0.07710 k-ft 15.034 k-ft 194.990 OK Z-Z,+D+0,450W 0.05783 k-ft 15.034 k-ft 259.986 OK Z-Z,+0.60D+0.60W 0.07710 k-ft 9.020 k-ft 116.994 OK Z-Z,+D+0.70E 0.230 k-ft 15.034 k-ft 65.378 OK Z-Z.+D+0.5250E 0.1725 k-ft 15.034 k-ft 87.171 OK Z-Z,+0.60D+0.70E 0.230 k-ft 9.020 k-ft 39.227 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X,D Only 0.0 k 2.531 k No Sliding OK X-X,+D+0,50w 0.1542 k 2.531 k 16.415 OK X-X,+D+0.450W 0.1157 k 2.531 k 21.887 OK 4� THE VMC GROUP The Power of Together " w CERTIFICATE OF COMPLIANCE SEISMIC DESIGN OF NONSTRUCTURAL COMPONENTS AND SYSTEMS Certified Product Table: Model Max Rating Max Dimensions[in] Max Weight [kW) Depth Width Height [lbs I C20N6 20 82 34 46 1110 C22N6 22 82 34 46 1150 C25N6 25 82 34 46 1150 C3ON6H 30 82 34 46 1120 C30N6 30 104 34 46 1300 C36N6H 36 104 34 46 1270 C36N6 36 104 34 46 1380 C4ON6H 40 104 34 46 1420 C40N6 40 104 34 46 1400 C45N6H 45 104 34 46 1420 C45N6 45 136 40 58 2580 C50N6H 50 104 34 46 1420 C50N6 50 136 40 58 2600 C6ON6H 60 104 34 46 1540 C60N6 60 136 40 58 2900 C70N6 70 136 40 58 2870 C80N6 80 136 40 58 3030 C100N6 100 136 40 58 3170 C125N6 125 160 40 72 3770 C150N6 150 160 40 72 4350 Note:"H"Indicates high speed(3600RPM,as opposed to the standard 1800RPM) Note:Dimensions and Weight include sound level 2(SL2)enclosure baffle This certification includes the open generator set and the enclosed generator set.The generator set and included options shall be a catalogue design and factory supplied. The generator set and applicable options shall be installed an attached to the building structure per the manufacturer supplied seismic installation instructions.This certification excludes all non-factory supplied accessories, including but not limited to mufflers,isolation/restraint devices,remote control panels, remote radiators,pumps and other electrical/mechanical components. wp VMA-51070-01C (Revision 06) o NIP Issue Date: July 03, 2015 0 Revision Date: September 19, 2018 ®', • �,,, , Expiration Date: January 31, 2020 The VMC Group•113 Main Street,Bloomingdale,NJ 07403•Tel:973-838-1780•fax:973-492-8430•www.thevmcgroup.com Page 2 of 3 i N L\TC Hazards by Location Search Information U oanss OD Address: 13190 SW 68th Mum Tigard,OR 97223,USA forest Grove Hillsboro Troulda!e 239 ft Gresham Coordinates: 45.4250705,-122.7450221 Q flOand Elevation: 239R Ti9artl CID CO Timostamp: 2020O6-10T16:51:33.847Z Tualatin Sandy reek Hazard Type: Seismic EIS © cgs. Eagle ) ® Estacada Reference Document: ASCE7-16 Go..gle ��46.7�� Mee er(yP1l M1Peogre Risk Category II Site Class: D-default Basic Parameters Name Value Description Ss 0.864 MCER ground motion(period=0.2s) SI 0.393 MCER ground motion(pedal=l.0s) Sas 1.037 SRe.modi led spectral acceleration value 6Mi •null Site-modified spectral acceleration value CSos 0.691 Numeric seismic design value at 0.2s SA Sol •null Numeric seismic design value at 1.0s SA 'See Section 11.4.8 'Additional Information Name Value Description SDC 'null Seismic design category Fa 1.2 Site amplification factor at 0.2s F. 'nut Site amplification factor at 1.0s CRs 0.887 Coefficient of risk(0.2s) CR1 0.867 Coefficient of risk(1.0s) PGA 0.392 MCEG peak ground acceleration FPGA 1.208 Slte amplification factor at PGA PGAM 0A74 Site modified peak ground acceleration Ti 16 long-period transition period(s) SoRT 0.864 Probabilistic risk-targeted ground motion(0.2s) SaUH 0.974 Factored uniformhazard spectral acceleration(2%probability of exceedance in 50 years) SsO 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.393 Probabilistic dskbargeted ground motion(1.0s) S1UH 0.454 Factored uniform-hazard spectral acceleration(2%probability of exceedance In 50 years) S1 O 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) 'See Sect0n 11.4.8 The results Indicated here DO NOT relied any state Cryoralemenrrments to the values or any detmealbn lines made during the building code adoption process.Users should confirm any output obtained front this tool wlh the boa!Authority Having Jurlsdiclion before proceeding will)design. Disclaimer Hazard loads are provided by the U.S.Geological Survey Seismic Oesktn Web Services. While the Information presented on this website Is believed to be correct,ATC and Its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented In the report should not be used or relied upon(or any apedfic application without competent examination and verification of Its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not Intend that the use of this information replace the sound lodgment of such competent professionals,having experience and knowledge in tire Said of practice,nor to substitute for the standard of care required of such professionals in Interpreting and applying the results of the report provided by this wehsile.Users of the Information from this websale assume all liability arising from such use.Use of the output of this website does not Imply approval by the govendng building code bodies responsible for building code approval and interpretation for the building site described by latludedongltude location In the report. 7 I(1