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Specifications (13) RECEIVED 'MAY 1 2018 Ct( H " BUITYLDINGGF Dlv ' Structural Calculations LIGHT POLE FOUNDATION The State of Oregon Michael Reunert - Client DESIGN LOADS: Wind: 120 mph Exposure B Seismic Design Category D2 ,0„U C T U,94 RED PROFF <<"4GINFF'p��ro�y 9381 r OREGON T°41°22, 19' /M COVE CACtC\ C y -+acs c , Job No. 6695 TIM COVERT P.E. STRUCTURAL ENGINEER 1750 SW Skyline Blvd Rm 221 Portland, Oregon 97221 Phone: (503) 228-0426 I TT r;f2°'" ottoc) LL b+T t?b�.�..5 : .L Bic I FlooTitt,N45 F— §J Gm cep ; (2o ,GP.4 �LL `)c 00 c‘11 k ti os t + ..r 8 2 3 l c tioc r44- . • moi m CW if TiPk. :7 Z 24 notMs-ret r• 0. 8G C sC-5)(14) + Cs=��) s - z.X'Z. �f- r� = t� 5 (P' lUCiUR 9 et.0 FRQFF; eirsi .,6.4/6?„ c( xzet: ) + c(s,cJ., te).f.. (9)ass;) ,9381 Let-5 OREGON ( -4Y22 (3 A4 (0.CK x T,'11 coy' tg, % % Clo ` I vFoot . I I—(2—(S F-2. 'r r28 Crtax) ti" s LL FT' f e k-- --S : ,__ 4"-- s `i ,►-_ ti) co wW cc CC ADL ..a0 (a lap ; 120 , tP- CA co J lico cow s-ict2., www CO�� r---(3) v‘ N O 0N . el, ( -e ,r. r- � � 2 S - 0.4-2 . . o r W 2 O V B(c = 5. Ca .-.,,., 46,- sik =. 003 1"I ' f fJ7-1"1").77-- „ , d__ _J ':7. cX '• V c r a # ti /`Z ( i eR �, tU +� WADY ) g Z:-.1 4c a. 8 5 a = (1-)C2•5 (-5)00') + ( XZn� ._ tl .d tP. RUCTUR • F — (8 n ' _ oto PRopej, '' � � � sc;‘0G91:8,4:N.,(2. t9 . - �j �.`LS) x = C c 4 OREGON ( , lY22,1 5.11 A4L (q( x (s.c ) `4/cQVEc` v(uc ' vvv 5 I Focrri r- 6 5 1-(2-(8 F-3 r-ze"" (lax) . -1,---t a L[ 17-(77- 1b c€S : v� -ter + io•-- CO CO til w 1 CC CC a <Er aa� (An oJO ; 120 11,P44 in to LT. 111 co co 0 . -i(? . f _ www -- 0cn co co 00 : tii N N 00 it v 03 CI 03 a, S 0.4-2 o 0 Calc 5. � ii ir,, ,, 5/1,, 7.:. 0.00 ..7c‘ r a Vii!iJJ A, ! C (-JAY ) g C-:1 4c .-- k ld•ZZ- Fcc 24, VittMWW42 OM G cs- Z.5 .5 !g.y Cs X Zn� t13 ` t UCTU q F 25b e_ 9 og(L_ �h�p PRQF�� t .op s, Qi ke W 7 ) - C4�5)017 + (9)0.1S) ` - 9381 rCc (515 4OREGON YU l' " / A4 C,... (,(-t-'2x 2l` ) •/4/co�,ee�� Arms • VOL-1( VoOT( )4c • COCO W W CCCC W C1UJ CO CO J V) LL)LL III CO CO co DESIGN EMPLOYING IBC CHAPTER 18 LATERAL BEARING LU r2� t w o FORCE = 329 LBS. k o $ $ HEIGHT = 13 FT. ABOVE GRADE. r N N MAX SOIL BEARING PRESSURE = 300 PSF/FT. Co FOOTING DIAMETER .= 2 FT. N N r 4 9 " "O) " POLE/FOOTING IS NON-CONSTRAINED AT GRADE MINIMUM DEPTH INTO GRADE REQUIRED = 4 .25 FT. C51") DESIGN EMPLOYING IBC CHAPTER 18 LATERAL BEARING FORCE = 185 LBS. 14. (p HEIGHT = 5 . 1 FT. ABOVE GRADE. MAX SOIL BEARING PRESSURE = 300 PSF/FT. FOOTING DIAMETER = 2 FT. POLE/FOOTING IS NON-CONSTRAINED AT GRADE MINIMUM, DEPTH INTO GRADE REQUIRED = 2 . 75 FT. (331 ) DESIGN EMPLOYING IBC CHAPTER 18 LATERAL BEARING FORCE = 258 LBS. HEIGHT = 9 FT. ABOVE GRADE. MAX SOIL BEARING PRESSURE = 300 PSF/FT. FOOTING DIAMETER = 2 FT. A�1t1 POLE/FOOTING IS NON-CONSTRAINED AT GRADE TU,, FF MINIMUM DEPTH INTO GRADE REQUIRED = 3 . 5 FT. . % • REG0N :022,‘914 lM COV COMET 3-0236-100 SHEETS - 5 SQUARES f ,iy s 3-0237-200 SHEETS -5 SQUARES "I 3-0137-200 SHEETS -FILLER r 1 VI g 11 .. ;, .C) o 1 C� © ei ,i.i . t(-: ;\ .-F- V a _ .� . x ._,- (Z ..._:7 \ q N1-4 .% $:› 4 0 1.1 n t = DESIGN EMPLOYING IBC CHAPTER 18 LATERAL BEARING d� �y FORCE o 355 LBS. �� HEIGHT = 14.33 FT. ABOVE GRADE. 4:sS t 0 '<1‘,1-1, ` ' MAX SOIL BEARING PRESSURE = 300 PSF/FT. 'a 1, mm v FOOTING DIAMETER = 2 FT. (7 N (p 7 G 0 N m W ^p (; POLE/FOOTING IS NON-CONSTRAINED AT GRADE 0 0 ZX ,2j���M MINIMUM DEPTH INTO GRADE REQUIRED = 4,5 Pr_ r + VA-re-(e5 11 r .r f UA-tLC e 5 -1-- ( to ' 4-0 .- Q') &61 ( _ Lit/ lt -(s - IQ �-- � 4 O(71- cfpcci ct,s co CO W X CC �—.I to U)u. III 1J LU 11.1 =Z= 0� :000CO 000 • 000 I I 1 to O tit` Q O qg0 4/ 41 it I l do .4 420 PROA-4-6, Ffis 04GIN � >02 9381 r OREGON 60'22 \4 covey` • &6./ C L/f t, (e/.-1 .8 F_' '-'7 A oil Amt Jc c : cnC CC CC CCO� u -.„. .,, CO CO CO iljip', Y/Prin T W W '�[11i� , r CO CO CO '" O S N , 4, s CO l's ts M M M ✓ 1 Elj U Q'S c' V 0 IS r. l ' ,, . _ 1 ,,cRucTU,q-1 <2GIN ,, 42 ct X9381 OREGON T74/'22,1 ' COVe 4,1 b1-17 _t- (2-tF_g A . qouTS : 0 UT -;-:- 2;7 C M 3308 CA. (a) J - 2335 CZ)(SI/22,5 6/ t fIr G ( It 713nC,T p� 0 L W M ( k= -E (A- t (304--C) (661° 6V */C ,c a Aftowable- Tuston Coa & (zoJ4- SSG Tab(e () ifi+ A. gouT5. C r-! {3ocoX 8•i 2) = 2 14CAac,7' lrJ 3/414 A . 00(-Ts o c rur; EM o Cr 1+'t �t � �o P�� t T (413.)(2$1.7)(4lgk) ZSt �(3oC�'7' ' �' �p ��, 9381 �r' OREGON GCY22,� ' • T COVE c'• CONCRETE F.' 9 SECTION 1906 4. For driveways, walks, patios and other flatwork l STRUCTURAL PLAIN CONCRETE which will not be enclosed at a later date. f 1906.1 Scope.The design and construction of structural plain 5. Where approved based on local site conditions. concrete, both cast-in-place and precast, shall comply with the minimum requirements of ACI 318, as modified in Sec- tion 1905. SECTION 1908 Exception: For Group R-3 occupancies and buildings of ANCHORAGE TO CONCRETE- other occupancies less than two stories above grade plane ALLOWABLE STRESS DESIGN of light-frame construction, the required footing thickness 1908.1 Scope.The provisions of this section shall govern the of ACI 318 is permitted to be reduced to 6 inches (152 allowable stress design of headed bolts and headed stud 1 mm), provided that the footing does not extend more than anchors cast in normal-weight concrete for purposes of trans- 4 inches(102 mm)on either side of the supported wall. mitting structural loads from one connected element to the ~ other. These provisions do not apply to anchors installed in hardened concrete or where load combinations include earth- SECTION 1907 quake loads or effects. The bearing area of headed anchors MINIMUM SLAB PROVISIONS shall be not less than one and one-half times the shank area. 1907.1 General. The thickness of concrete floor slabs sup- Where strength design is used, or where load combinations ported directly on the ground shall not be less than 31/2 inches include earthquake loads or effects, the design strength of (89 mm). A 6-mil (0.006 inch; 0.15 mm) polyethylene vapor anchors shall be determined in accordance with Section 1909. retarder with joints lapped not less than 6 inches (152 mm) Bolts shall conform to ASTM A 307 or an approved equiva- shall be placed between the base course or subgrade and the lent. concrete floor slab, or other approved equivalent methods or 1908.2 Allowable service load. The allowable service load materials shall be used to retard vapor transmission through for headed anchors in shear or tension shall be as indicated in the floor slab. Table 1908.2. Where anchors are subject to combined shear Exception:A vapor retarder is not required: and tension,the following relationship shall be satisfied: 1. For detached structures accessory to occupancies in (P5/P,P3 +(Vr l V,)5/3 5 1 (Equation 19-1) Group R-3, such as garages, utility buildings or where: `I other unheated facilities. P, = Applied tension service load,pounds (N). 2. For unheated storage rooms having an area of less than 70 square feet (6.5 m2) and carports attached to P, = Allowable tension service load from Table 1908.2, occupancies in Group R-3. pounds(N). 3. For buildings of other occupancies where migration Vs = Applied shear service load,pounds(N). of moisture through the slab from below will not be V, = Allowable shear service load from Table 1908.2, detrimental to the intended occupancy of the build- pounds(N). ing. Id . TABLE 1908.2 ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS(pounds) MINIMUM CONCRETE STRENGTH(psi) BOLT MINIMUM EDGE fc=2,500 1 c=3,000 1'.=4,000 DIAMETER EMBEDMENT DISTANCE SPACING (inches) ' (inches) (inches) (inches) Tension Shear Tension Shear Tension Shear '/4 2'!2 1'/2 3 200 500 200 500 200 500 3/8 3 2'4 41/2 500 1,100 500 1,100 500 1,100 ,! 4 3 6 950 1,250 950 1,250 950 1,250 2 4 5 6 1,450 1,600 1,500 1,650 1,550 1,750 5 41/2 33/4 7'/2 1,500 2,750 1,500 2,750 1,500 2,750 !8 41/2 6'4 71/2 2,125 2,950 2,200 3,000 2,400 3,050 0 5 4'/2 9 250 3,250 2,250 3,560 2,250 3,560 S 7'/2 9 ,825 4,275 2,950 4,300 3,200 4,400 7/ 6 51/4 10'/2 2,550 3,700 2,550 4,050 2,550 4,050 0/8 760 3,050 ) 4,1253,2504,5003,6505,300 18 63/4 13'/5 3,400 4,750 3,400 4,750 3,400 4,750 11/4 9 7'/2 15 4,000 5,800 4,000 5,800 4,000 5,800 For SI: l inch=25.4 mm, 1 pound per square inch=0.00689 MPa, 1 pound=4.45 N. 446 2014 OREGON STRUCTURAL SPECIALTY CODE • 0 CONCRETE 1908.3 Required edge distance and spacing.The allowable 1910.4.2 Clearance.When No.5 or smaller bars are used, service loads in tension and shear specified in Table 1908.2 shall be a minimum clearance between parallel rein- are for the edge distance and spacing specified.The edge dis- rcement bars of 21/2 inches (64 mm). When bars larger tance and spacing are permitted to be reduced to 50 percent of than No. 5 are permitted, there shall be a minimum clear- the values specified with an equal reduction in allowable ser- ance between parallel bars equal to six diameters of the vice load. Where edge distance and spacing are reduced less bars used. When two curtains of steel are provided, the than 50 percent, the allowable service load shall be deter- curtain nearer the nozzle shall have a minimum spacing mined by linear interpolation. e to 12 bar diameters and the remaining curtain shall 1908.4 Increase in allowable load. Increase of the values in ave a minimum spacing of six bar diameters. Table 1908.2 by one-third is permitted where the provisions Exception: Subject to the approval of the building offs- of Section 1605.3.2 permit an increase in allowable stress for cial, required clearances shall be reduced where it is wind loading. demonstrated by preconstruction tests that adequate 1908.5 Increase for special inspection. Where special encasement of the bars used in the design will be inspection is provided for the installation of anchors, a 100- achieved. percent increase in the allowable tension values of Table 1910.4.3 Splices. Lap splices of reinforcing bars shall uti- 1908.2 is permitted. No increase in shear value is permitted. lize the noncontact lap splice method with a minimum Normirmilmir clearance of 2 inches (51 mm) between bars. The use of contact lap splices necessary for support of the reinforcing SECTION 1909 is permitted when approved by the building official, based ANCHORAGE TO CONCRETE— ,, on satisfactory preconstruction tests that show that ade- STRENGTH DESIGN quate encasement of the bars will be achieved, and pro- 1909.1 Scope.The provisions of this section shall govern the vided that the splice is oriented so that a plane through the strength design of anchors installed in concrete for purposes center of the spliced bars is perpendicular to the surface of of transmitting structural loads from one connected element the shotcrete. to the other.Headed bolts, headed studs and hooked(J-or L-) 1910.4.4 Spirally tied columns. Shotcrete shall not be bolts cast in concrete and expansion anchors and undercut applied to spirally tied columns. anchors installed in hardened concrete shall be designed in accordance with Appendix D of ACI 318 as modified by Sec- 1910.5 Preconstruction tests.When required by the building tions 1905.1.9 and 1905.1.10, provided they are within the official, a test panel shall be shot, cured, cored or sawn, scope of Appendix D. examined and tested prior to commencement of the project. The strength design of anchors that are not within the The sample panel shall be representative of the project and scope of Appendix D of ACI 318,and as amended in Sections simulate job conditions as closely as possible. The panel 1905.1.9 and 1905.1.10, shall be in accordance with an thickness and reinforcing shall reproduce the thickest and approved procedure. most congested area specified in the structural design.It shall be shot at the same angle,using the same nozzleman and with the same concrete mix design that will be used on the project. SECTION 1910 The equipment used in preconstruction testing shall be the SHOTCRETE same equipment used in the work requiring such testing, unless substitute equipment is approved by the building off- 1910.1 General.Shotcrete is mortar or concrete that is pneu- cial. matically projected at high velocity onto a surface. Except as specified in this section, shotcrete shall conform to the 1910.6 Rebound. Any rebound or accumulated loose aggre- requirements of this chapter for plain or reinforced concrete, gate shall be removed from the surfaces to be covered prior to placing the initial or any succeeding layers of shotcrete. 1910.2 Proportions and materials. Shotcrete proportions Rebound shall not be used as aggregate. shall be selected that allow suitable placement procedures using the delivery equipment selected and shall result in fin- 1910.7 Joints. Except where permitted herein, unfinished ished in-place hardened shotcrete meeting the strength work shall not be allowed to stand for more than 30 minutes requirements of this code. unless edges are sloped to a thin edge.For structural elements that will be under compression and for construction joints 1910.3 Aggregate. Coarse aggregate, if used, shall not exceed 3/4 inch(19.1 mm). shown on the approved construction documents,square joints are permitted. Before placing additional material adjacent to 1910.4 Reinforcement. Reinforcement used in shotcrete previously applied work, sloping and square edges shall be construction shall comply with the provisions of Sections cleaned and wetted. 1910.4.1 through 1910.4.4. 1910.8 Damage. In-place shotcrete that exhibits sags, 1910.4.1 Size. The maximum size of reinforcement shall sloughs, segregation, honeycombing, sand pockets or other be No. 5 bars unless it is demonstrated by preconstruction obvious defects shall be removed and replaced. Shotcrete tests that adequate encasement of larger bars will be above sags and sloughs shall be removed and replaced while achieved. still plastic. 2014 OREGON STRUCTURAL SPECIALTY CODE 447 t.-I '-r t C vc...• 6.6 C(5 'n-'', I (-(1- -1 8 5 -- 1 1 T 1 (CAL 'FnoTt 0 DaTAI cr ; M izt t _ L W l'.':;" *". a P \-% „c,„, Anchor bolts, II I1 ø • \ 30_, by others. •- I • �-►- I I I I . (2) #3 closed hoops at 3" c/c n~ I I at top as shown. tr: i C Xi c ( O U N N (6) #5 verts (equally spaced) . 'NA d II I .....____..41116--""......... #3 closed hoops M M• • • at 1$" o/c. 441' .72 C�� N. N N. dwt* / ti / ' / / • r • laV i t V X t/' For H = 10' (max) ... X = 33" / For H = 18' (max) ... X = 42" / \ For H = 27' (max) ... X = 51" / 0 4 /"./ f / r f "d` 19 f i ,1RUGTU 1 4‘ (tt n. ���° °Ffis s ,;a t�t4GINF . ip2 '' 9381 fir" i Zt C CaraME-�2� OREGON ° Cy22,‘4 4 �4/GOVeC • 6685 I t__lp ItVZ- o — c? c, Z— . TtE INA 11 Tom. = t i u (Z. -I .-N) Li - . = Ic n co 'r" ^ 1 L W E CCw o LoLL ` . .31 (`ft ono n cn co ttr •8,j `2,sa", �itw LwW 88 t v 414`t N N I I ACS)=(.13x(ts2) Ni N r .riZ,�IMP�1�/Lr.._ n co 07 (µ` p F T`tp'(cAL- iFt90-a Jqt DETAIL- �` A� A7-* ZG•t ice; o K z�.� -2 s.8 r: 0 Inv ., Anchor bolts, ft • _ • Z1.56 23.50 ftj j -0 �► by others. • �I - �� : - I l (2)#3 closed hoops at 3"c/c n IIat top as shown. 6J i , 4 -'` #5 (6)#5 verts(equally spaced): (Y1 0-7 - A- (2) = 452 �� IA_ to #3 closed hoops .- .4# at 18"o/c. . . • .. ---.46. (7'%—" ""\--S"-------til— -._ . (I) #9 / ,. V e' ;, ', ,p 'v (t'e 't / .. M 7- (.3(X4d�Ct' iz) ti For H = 10'(max)... X = 33" • r / For H = 18'(max) ... X = 42" �— For H = 27'(max)... X = 51" Mgab = 104V") ^- •ucrv,�, 11 n 9 �, 4 G, .. 4 . c PRo�szy d.G t� .. `` :..�,r e: , . 8381 M ,9.C.G) ) *7-- . OREGON t CD/m.1619 N :G4. , ,�g. y �� 22, `� r%ove° �4l CO ' 4s,N05:4---cf.47.\\ 7.,j,:% t'806 , r;,,„„ .;;;;:, �„Jai, >'£ C�� '. j- , 41 41-0 17^2 251) = (pajq,/ v \.-44 --- f-,.0 ) 44'90) )sal b ) ) = PT ,- "'°b* \ (4 51 ) 1'11 LL 1 = cevilili) i o 441til 000 1 Z -- 5L'1 / LZ 7- crlfaw")(A)011) H X 1151 /01\ 5j(2) ------ far io/ 1 11 LZ = (xv-Ii0 �s�kj . . ,51,,VA A I riw w bo 5 4tcg) � b � � !� I I Z9 % .„ ,..,00 . •.-.... imp fl mmi e ) P 91' r-u)1 mu), 1 m i CD xb'W 9 '0) --27 ...� = ( ) �. �, .) = cr4 )c1 ) H I -1 14 0 —3 g)- 7,)—il a/-) 1 ., 7,11 TIM COVERT P.E. STRUCTURAL ENGINEER 1750 SW Skyline Blvd. Rm 221 PORTLAND OREGON 97221 (503) 228-0426 STEELPORT CARPORT: MATERIAL NOTES 1. Materials: Concrete 2500 psi at 28 days (3000 psi recommended) Slump (ftg) 3" to 5" Portland Cement C-150 5-1/2 sacks per cubic yard Aggregates per C-33 3/4" maximum aggregate size Water per C-94 Concrete Temperature 50-90 F Air Entrained 5-7% Note: The concrete supplier shall assume full responsibility for the mix design and the overall performance of the concrete. 2. All footings to be founded on firm, original subgrade. 3. Typical Concrete Footings: 24" diameter x (varies) deep cast-in-place concrete. Augered ... do NOT form below grade. AoCTini. DEQ PROI aGtN cc 9381 :4/4 OREGON Y22,All jM CUVEp -