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Report (6) —O7/etti 7 7—aol�/ —op-i/ Structural DIBBLE ENGINEERS, INC. Review Professional Structural Engineering Services Response January REcEivED McDonal d's Ti gard, Oregon DEI Project#. 13-3023 JAN 1 3 2014 - Re: Structural Review of Drive-Thru Signage McDonald's Tigard-King City Dibble Engineers, Inc. (DEI)has completed its review of the Menu Board, Lot Light Foundation,Order Here Canopy and Double Gateway Sign Foundation for the McDonald's Tigard drive-thru. These items are shown on detail sheets DT1.1 and DT1.2. These display signs are proprietary designed and pre-manufactured units. Our review is for the foundation system only,based on the manufacturer provided design loads. During the calculation procedure,there were some assumptions made regarding the soil lateral pressure at the site location. Since there was no geotechnical report for the site, DEI assumed a soil lateral pressure of 150 psf/ft. IBC section 1806.3.4 allows for twice the tabular values of the lateral bearing pressure,or 300 psf/ft in our case for signs or poles. Design forces were provided on detail sheets DT1.1 and DT1.2 respectively for each sign. DEI's review of the sign showed that installation is acceptable at the project location per the calculations, details and plans which are attached for review. Dibble Engineers appreciates your business. Please contact us with any questions or clarifications. Sincerely, Phil Harezlak,E.I.T CEO PROF C? v•P diO-> 77398PE DIBBLE ENGINEERS, INC. OREGON A. EXPIRES: 12J31/2017] a f et Izo) 1029 Market Street Page 1 of 1 P. 425-828-4200 Kirkland, WA 98033 F. 425-827-6131 Project No. Sheet No. • DIBBLE ENGINEERS, INC. 13. 3o�3 1g .1( Project Date / ooral�'5 .114 uD - cal �� I o$' Y Subject / By �pH SINAciE PERMIT lcco MFlu BAD) f 11•61C10 to p,.o' et PEP- 10 r P11.1 a . •Ian ' A DESj4V L0411S: A AXIrL Low = 850 1.4 A 5HE411 rove = 3636 I br 4 A rNER TinzWIA.14 4lomrNr= 20,261 Ib-fj" 1 . A O t 6 A J A A J52�.J b 4 �, �i ♦1..? \ , 24" f2r PER MT/1MM E‘KGa DuTP4T , Z:-0''0 arc 1s 51411$x4 rtx2Y J B,5efr lima RE6y 1Q tD, u5l 2'_0" x 6f- 0 Fro (A/0411419 Job Number 13-3023 Volume/Sheet No. 9 of h Client/Contract McDonald's Tigard-King City Phase/Subject Embedment Depth Calculation Design Topic Post Embedment-OPO Menu Board(Detail 10/DT1.1) Made By PAH Date 1/8/2014 Checked By TSC Date 1/8/2014 Page No. Calculate the depth of embedment required for a laterally loaded pole foundation. Lateral IBC Table 1806.2 Bearing Notes: Class of Materials (psflft) Bedrock 1200 1.IBC-12,Section 1807.3 Sedimentary Rock 400 Foliated Rock 400 Calculations: Sandy Gravel(GW) 200 Gravel(GP) 200 No Is there constraint provided at the ground surface? Sand(SW) 150 5.50 ft Distance from the ground surface to point of application of load Silty Sand(SM) 150 3638 lb Applied lateral force Clayey Sand(SC) 150 2.00 ft Diameter of round post or footing or diagonal dimension of a square post or footing(b) Silty Gravel(GM) 150 Clayey Gravel(GC) 150 300 psf/ft 'Lateral soil-bearing,from table(Factored per IBC section 1806.3.4) Clay 100 8.52 ft Estimated depth of post embedment(d) Sandy Clay 100 Silty Clay 100 2555 psf Allowable lateral soil-bearing pressure,Constrained Clayey Silt 100 852 psf Allowable lateral soil-bearing pressure,Nonconstrained Silt(ML) 100 Sandy Silt 100 8.52 Calculated depth of post embedment,feet. 0.00 Difference between estimated and calculated depth Nonconstrained A 5.00 ft 4.99800593 User defined function d 8.52 ft Limited to 12 feet. 8.51631643 User defined function Constrained d 4.08 ft 4.07948778 User defined function U55- 2'-au " 3- 611 fTG Wmtboot IBC later Pole Embeddmeot 1mm2014 Worksheet IBC Lateral Bearing I 8.56 AM • Iri DIBBLE ENGINEERS, INC. Project No. Sheet No. /3- 323 / S Project Date /I'tc Dom like 5 TIGA-RD - I4-IAc, c IT 61 I ob�)L( Subject By SIN 44 E PERMIT Lot 1141 {autvt7tau) NW 4- DES(4N Co/h6, PRo.JI0tb PER- IZ/DTI, I/ N. f O tr 0 M C,V:\ c4 ;� 0S(C:/< 1: 4 / P_ s \' RESIGN lo 041)5 6ASe s WV. = 118Ib Mst /NOn1twT= I6,8NW lb-Fr a / O o 1 , 1 0 P e 6 N. \ \ 2'-0" PEA ArrAcA-reA ex cez aA -put, A 2'-0' Q' i-T< AND .4.63 FT (/vo iki Ivey)) 1;M 8r0 , u5 2'-0" X r_o" fTG Job Number 13-3023 Volume/Sheet No. if of Client/Contract McDonald's Tigard-King City Phase/Subject Embedment Depth Calculation Design Topic Post Embedment-Lot Light Foundation(Detail 12/DT1.I) Made By PAH Date 1/8/2014 Checked By TSC Date 1/8/2014 Page No. Calculate the depth of embedment required for a laterally loaded pole foundation. Lateral IBC Table 1806.2 Bearing Notes: Class of Materials (psf/ft) Bedrock 1200 1.IBC-12,Section 1807.3 Sedimentary Rock 400 Foliated Rock 400 Calculations: Sandy Gravel(GW) 200 Gravel(GP) 200 No Is there constraint provided at the ground surface? Sand(SW) 150 17.25 ft Distance from the ground surface to point of application of load Silty Sand(SM) 150 978 lb Applied lateral force Clayey Sand(SC) 150 2.00 ft Diameter of round post or footing or diagonal dimension of a square post or footing(b) Silty Gravel(GM) 150 Clayey Gravel(GC) 150 300 psf/ft Lateral soil-bearing,from table(Factored per IBC section 1806.3.4) Clay 100 6.63 ft Estimated depth of post embedment(d) Sandy Clay 100 Silty Clay 100 1988 psf Allowable lateral soil-bearing pressure,Constrained Clayey Silt 100 663 psf Allowable lateral soil-bearing pressure,Nonconstrained Silt(ML) 100 Sandy Silt 100 6.63 Calculated depth of post embedment,feet. 0.00 Difference between estimated and calculated depth Nonconstrained A 1.73 ft 1.72679212 User defined function d 6.63 ft Limited to 12 feet. 6.62650819 User defined function Constrained d 4.25 ft 4.24659151 User defined function use )-o`t X '71.0 FT Wortbodc IBC Later Pole Embeddmeot 182014 %ebbed,IBC 1.41W Bearing 1 9:24 AM Project No. Sheet No. DIBBLE ENGINEERS, INC. P3-�z3 5/8 .1( Project Date Alc Doko-I,Dfs Y14ARO - PAJG city a O$ PI Subject 5166 PERMIT ( Heet. olkoP`�) By / PI¢K 4- DC5I4N (A/}D s pro■dotD PEP- 6/ DT1,1 A Q 4 S1 GN L0alo5' . o AXIAL L _ 1560 11,5 sHbip. roacE = 2eloa ►5s �,o wt LtufNW4 m.mt#iT= 1S,tao lb-FT cs- - A 0 A A 6 A \ ttP RrT^"Cilen 6Y GEL curPur, 3`-o" ;71 FT4 paa'JIPet), 61- 6" Emwo atom Iaeh , 456- 3'-o`! , x 6'-&" (M►no,401) Fi- Job Number 13-3023 Volume/Sheet No. 6 of (j Client/Contract McDonald's Tigard-King City Phase/Subject Embedment Depth Calculation Design Topic Post Embedment-Order Here Canopy Foundation(Detail 6/DT1.2) Made By PAH Date 1/8/2014 Checked By TSC Date 1/8/2014 Page No. Calculate the depth of embedment required for a laterally loaded pole foundation. Lateral IBC Table 1806.2 Bearing Notes: Class of Materials (psf/ft) Bedrock 1200 1.IBC-12,Section 1807.3 Sedimentary Rock 400 Foliated Rock 400 Calculations: Sandy Gravel(GW) 200 Gravel(GP) 200 No Is there constraint provided at the ground surface? Sand(SW) 150 5.60 ft Distance from the ground surface to point of application of load Silty Sand(SM) 150 2800 lb Applied lateral force Clayey Sand(SC) 150 3.00 ft Diameter of round post or footing or diagonal dimension of a square post or footing(b) Silty Gravel(GM) 150 Clayey Gravel(GC) 150 300 psf/ft Lateral soil-bearing,from table(Factored per IBC section 1806.3.4) Clay 100 6.51 ft Estimated depth of post embedment(d) Sandy Clay 100 Silty Clay 100 1952 psf Allowable lateral soil-bearing pressure,Constrained Clayey Silt 100 651 psf Allowable lateral soil-bearing pressure,Nonconstrained Silt(ML) 100 Sandy Silt 100 6.51 Calculated depth of post embedment,feet. 0.00 Difference between estimated and calculated depth Nonconstrained A 3.36 ft 3.35682184 User defined function d 6.51 ft Limited to 12 feet. 6.50615405 User defined function Constrained d 3.37 ft 3.37352605 User defined function use _0t x 61_ b u FTG Workbook.IBC Ida Pok EmMAAm'„t 182014 Work.teet.IBC lateral B t 9.42 AM DIBBLE ENGINEERS, INC. Project No. Sheet No. /3. ,7,23 1s Project Date 1tkikAL c 5 114' - rim 4 Cu '!T Of 1 os)III Subject By SINAG L` 1'i'ir ( Do4eLt 4k7Ew41 514 N To. i D41to J) PAN N Loam 11.o4 ID t'b rut- / DTI,2 _ M f' O Ii Q .514/V Lots d a AXIAL L&40 = IS io 16s 344 mil Face - Moo lb( .0 o 04 titT4QuW4 /homP4i 11`100 Ib-IT 4 - ` Q 4 \ 4 3-d` 31-o" 9s rr u Paou io t>v , PC 2 EX(t=L cu Tnu T Amy t/V6EA 15 5,55 Fr. N5E 3' -g'' 0' x 61-0' f74 Job Number 13-3023 Volume/Sheet No. 8 of a Client/Contract McDonald's Tigard-King City Phase/Subject Embedment Depth Calculation Design Topic Post Embedment-Double Gateway Sign Foundation(Detail 8/DT1.2) Made By PAH Date 1/8/2014 Checked By TSC Date 1/8/2014 Page No. Calculate the depth of embedment required for a laterally loaded pole foundation. Lateral IBC Table 1806.2 Bearing Notes: Class of Materials (psflft) Bedrock 1200 1.IBC-12,Section 1807.3 Sedimentary Rock 400 Foliated Rock 400 Calculations: Sandy Gravel(GW) 200 Gravel(GP) 200 No Is there constraint provided at the ground surface? Sand(SW) 150 8.30 ft Distance from the ground surface to point of application of load Silty Sand(SM) 150 1500 lb Applied lateral force Clayey Sand(SC) 150 3.00 ft Diameter of round post or footing or diagonal dimension of a square post or footing(b) Silty Gravel(GM) 150 Clayey Gravel(GC) 150 300 psflft Lateral soil-bearing,from table(Factored per IBC section 1806.3.4) Clay 100 5.55 ft Estimated depth of post embedment(d) Sandy Clay 100 Silty Clay 100 1664 psf Allowable lateral soil-bearing pressure,Constrained Clayey Silt 100 555 psf Allowable lateral soil-bearing pressure,Nonconstrained Silt(ML) 100 Sandy Silt 100 5.55 Calculated depth of post embedment,feet. 0.00 Difference between estimated and calculated depth Nonconstrained A 2.11 ft 2.10890378 User defined function d 5.55 ft Limited to 12 feet. 5.54790505 User defined function Constrained d 3.26 ft 3.25531739 User defined function u5� �'-o l x G'-o" rTG Workbook IBC later Pole Embeddmeu 1/8/2014 Worksheet:IBC lateral nearing 1 9:56 AM SOILS AND FOUNDATIONS assumed to have a presumptive load-bearing capacity unless 1807.1.1 Design lateral soil loads.Foundation walls shall data to substantiate the use of such a value are submitted. be designed for the lateral soil loads set forth in Section Exception: A presumptive load-bearing capacity shall be 1610. permitted to be used where the building official deems the 1807.1.2 Unbalanced backfill height. Unbalanced back- load-bearing capacity of mud, organic silt or unprepared fill height is the difference in height between the exterior fill is adequate for the support of lightweight or temporary finish ground level and the lower of the top of the concrete structures. footing that supports the foundation wall or the interior _ 1806.3 Lateral load resistance.Where the presumptive val- finish ground level. Where an interior concrete slab on ues of Table 1806.2 are used to determine resistance to lateral grade is provided and is in contact with the interior surface loads, the calculations shall be in accordance with Sections of the foundation wall,the unbalanced backfill height shall - 1806.3.1 through 1806.3.4. be permitted to be measured from the exterior finish ground level to the top of the interior concrete slab. 1806.3.1 Combined resistance.The total resistance to lat- eral loads shall be permitted to be determined by combin- 1807.1.3 Rubble stone foundation walls. Foundation ing the values derived from the lateral bearing pressure walls of rough or random rubble stone shall not be less and the lateral sliding resistance specified in Table 1806.2. than 16 inches (406 mm)thick. Rubble stone shall not be used for foundation walls of structures assigned to Seismic 1806.3.2 Lateral sliding resistance limit.For clay,sandy Design Category C,D,E or F. clay, silty clay,clayey silt, silt and sandy silt, in no case shall the lateral sliding resistance exceed one-half the dead 1807.1.4 Permanent wood foundation systems. Perma load. nent wood foundation systems shall be designed and installed in accordance with AF&PA PWF. Lumber and 1806.3.3 Increase for depth. The lateral bearing pres- plywood shall be treated in accordance with AWPA U sures specified in Table 1806.2 shall be permitted to be (Commodity Specification A, Use Category 4B and Sec- increased by the tabular value for each additional foot(305 tion 5.2)and shall be identified in accordance with Section mm)of depth to a maximum of 15 times the tabular value. 2303.1.8.1. ■•■ 1806.3.4 Increase for poles. Isolated poles for uses such 1807.1.5 Concrete and masonry foundation walls.Con- as flagpoles or signs and poles used to support buildings crete and masonry foundation walls shall be designed in that are not adversely affected by a '/z inch (12.7 mm) accordance with Chapter 19 or 21,as applicable. motion at the ground surface due to short-term lateral loads shall be permitted to be designed using lateral bear- Exception: Concrete and masonry foundation walls ing pressures equal to two times the tabular values. shall be permitted to be designed and constructed in accordance with Section 1807.1.6. 1807.1.6 Prescriptive design of concrete and masonry SECTION 1807 foundation walls.Concrete and masonry foundation walls FOUNDATION WALLS, RETAINING WALLS AND that are laterally supported at the top and bottom shall be EMBEDDED POSTS AND POLES permitted to be designed and constructed in accordance 1807.1 Foundation walls. Foundation walls shall be with this section. designed and constructed in accordance with Sections 1807.1.6.1 Foundation wall thickness. The thickness 1807.1.1 through 1807.1.6. Foundation walls shall be sup- of prescriptively designed foundation walls shall not be ported by foundations designed in accordance with Section less than the thickness of the wall supported, except 1808. TABLE 1806.2 PRESUMPTIVE LOAD-BEARING VALUES VERTICAL FOUNDATION LATERAL BEARING LATERAL SLIDING RESISTANCE CLASS OF MATERIALS PRESSURE(psf) (psf!t below S natural grade) Coefficient of friction' Cohesion(psf)° 1.Crystalline bedrock 12,000 1,200 0.70 — 2.Sedimentary and foliated rock 4,000 400 0.35 — 3.Sandy gravel and/or gravel(GW 3,000 200 0.35 — and GP) 4.Sand,silty sand,clayey sand, silty gravel and clayey gravel 2.000 150 0.25 — (SW,SP,SM,SC,GM and GC) - 5.Clay,sandy clay.silty clay, clayey silt,silt and sandy silt 1,500 100 — 130 (CL,ML,MH and CH) For SI: 1 pound per square foot=0.0479kPa,1 pound per square foot per foot=0.157 kPa/m. a. Coefficient to be multiplied by the dead load. b.Cohesion value to be multiplied by the contact area,as limited by Section 1806.3.2. 398 2012 INTERNATIONAL BUILDING CODE®