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CO, BP & DOCS - 12-00355 - South Exit Car Wash
0 `. -- Certificate of Occupancy *fry�.....r E l' Cl ' 'r. RE.XBURG City of Rexburg Department of Community Development ,ilrlcrita;Irlrtiit'( rt,rl ,rrlr!)' 35 N. 1st E. / Rexburg, ID. 83440 Phone (208) 359-3020/Fax(208) 359-3022 Building Permit No: 12 00355 Applicable Edition of Code: International Building Code 2009 Site Address: 944 University Blvd Use and Occupancy: Rexburg South Exit Car Wash Type of Construction: Type V, non-rated Design Occupant Load: N/A Sprinkler System Required: No Name and Address of Owner: Contractor: Pkl Services Llc Special Conditions: Occupancy: Business - office, professional or service transactions This Certificate, issued pursuant to the requirements of Section 109 of the International Building Code, certifies that, at the time of issuance, this building or that portion of the building that was inspected on the date listed was found to be in compliance with the requirements of the code for the group and division of occupancy and the use for which the proposed occupancy was classified. Date C.O. Issued: /0/2 q//a C.O Issued by: G�-�' / ��- 9 Building Official There shall be no further change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future changes. Plumbing Inspector w Fire Inspector: Electrical Inspectoltd P&Z Administrator (. So 0 C:f pl., r . T3 5' K rr` CCI 0-. $ odd �� 0 I _E , „...:3 :Tx_ ,,,....-....,(1 . („5„,7,3,..,::::...,„.:,,(0:, , --R.,--- ,i,';.) QilfiCO .-t C, Nt1 j, 4 Z `. 1 [s _:n ;e 0 CS 0 i ' o C Vii n� i wo Q c-c cue n Cn z < rh C3. C) < to Va �,. -, a.°o C >? 3 0 ' lititaziii 2. Z C3 =I..' car G. E-�° b " a W � �,� 3,� x� su 5 `t3 ^ .1 2. g <0 0 0 0 - -. tat ,...=',. . - ..- ..- -;.° till-114 IN' - w. tgs � � ° �� . 3tL2 m an, _a;c- -1 et) fn Pt F `. '. o s,Q. m Q fi �D -r1 � � �i rn w s. w rs ;+ a w rs.y � f ai'tcl ,� v' mI w a w N Z n O I I . m -n1 m ? Of 'Ti r-. 3�3`l -") N Ott rt to c to m :ra ?+1 I 1 I f A o p N o 'f a °' o ." d l I a i o 3 ' ° c ?i s 1 tTt Q�7 � � to m � � w N m 3 �, ? Y( x' m � a l z �1 rt 1 x Z D O N N �, g m ; 1 m g i co , ' ■ I o I �`` y i . 0 ITI r-D iet c) ' ,-. a r d w ,P d y ' eau .3„ c z - I ? I i 0 II Z , ,p 0 • to g. 7T j ' i i ) gio z o 3 n of I 1 I : ' 1 � ` i Z Q , 10 1 1 , i ( �< i �C I< to -I ( I j co m i s a ; Ia 0 INSPECTI©N TICKET 0 El Bldg. t4 Plumb. a Elect a Mech. a Fire Inspection Request: Rec'd By .� /1/Yf016 Date fa/ //z Req. By frs)/flkL Phone No. 5-Q/ — 49' 'j6109 Prujecl j t. I A,rWas/t Permit No. /7_bD 35 Address 9 q V all/l/Si 1 07 Inspection Type FI N Day/Time Req. / t)J ,/j Z .4 • m- fM11/h■rt e.. Inspector's Report a Res. 0 Comm. 4 2 7 ('c 2 yd INSPECTED ITEMS CONFORM TO APPROVED DV/GS 0 O N []NIA INSPECTOR'S ACTION ❑APPROVED a DISAPPROVED ©FINAL C.0 (FINAL) 0 NOT APPLICABLE D DID NO INSPECT A ON REQUIRED: = 7 Signcd �W Inspenor J Rec't Acknfiwledged who.,^Cfo•e Copy Yellow.Job Copy PV*•IN does Copy F FOI C003 • INSPECTION TICKET ❑ Bldg. ❑ Plumb. d Elect. ❑ Mech. ❑ Fire Inspection Reque : Rec'd By Date 13011'2-- Req. By -?11.-_ Lei ' .r ne o1 Project ���.. .�► �wi�_A it No. I2 3SS Address ' Inspection Type 7 �,��► Day/Time Req. 0 .- ■ Inspector's Report ❑ Res. V Comm. et S.ox • eve LAII: 4 • INSPECTED ITEMS CONFORM TO APPROVED DWGS 0 ❑N ❑N/A INSPE OR'S ACTION PROVED ❑DISAPPROVED D FINAL it C.O.(FINAL) •NI APPINIZ ❑DID NOT INSPECT ACTION REQUIRED Signe s-�1� .r�l Inspecior Rec't Acknowledged INlwte-Office Copy Yellow-Job Copy Pink-Inspector's Copy F-FIR-0003 • INSPECTION TICKET. Iii Bldg. 0 Plumb. 0 Elect. #- Mech. 0 Fire ^- inspection Request: Rec'd By lik _ Date ` J/ /i Req. By J !N/ K-1-- Phone No. I I —t 9g-A-9 Projectr.. jU' IK.,Gtt1.' nigh Pennit No. ` Z i 33 _ Address ` IN a/1/11,Veat.ki gilr. Inspection Type Fik( " Day/Time Req. Inspector's Report 0 Res. AI Comm. t. !A i S . a MIIIMEWMPIIIIII INSPECTED ITEMS CONFORM TO APPROVED DWGS 0Y 0 N 0 N/A INSPECTOR'S ACTION (KAPPROVED Q'DISAPPROVED ❑FINAL C.O.(FINAL) 0 NOT APPLICABLE 0 DID NOT INSPECT ACTION REQUIRED: , es Signer_z. r_. ..1111.0t— Inspector Rec't Acknu .ed WM.-Oft.C„ *Now lir P1*•Impeders Copy F.FIR-0003 f QaExB�Rc • • ° 'fp CITY OF Building Safety Department (i1w REXBURG 35 N. 1st E.,Rexburg,Id 83440 City of Rexburg % \ / cb Phone— (208)359-3020/Hotline- (208)372-2344/Fax— (208)359-3022 America's Family Community OWNER'S NAME AQUA- r f L 4A PROPERTY ADDRESS q y(( dm t y/xSt Permit# l (TO 3 6---C SUBDIVISION PHASE LOT BLOCK TN5+1I 15t.0L-' Inte CA,r LA) 71., EX i+ AN.1 FNq-f4 V« t'i/2'l , IvG afArd Required.!!! Mechanical c y,‘/sti. M44-14.( S Mechanical Contractor's Name - Business Name Milti-4(U/$ J�.g 4- r47 � f=J Address 3 S f--u-4 City� 5 State �� zip ��z 7 y Cell Phone �c$ 53'1'. 5'3 9 b Business Phone ( ) (0-s�) 35 7- 3.y4f 3 7 Fax (2c/Y) 357 - C `� Z2 Email Mtn ) itxte e �t�/ i"1 � L , �✓:-I (COMMERCIAL/INDUSTRIAL) Total cost of mechanical system (Contracted Amount) $ (Includes the cost of materials installed regardless of the party supplying it. The fees listed under this inspection type shall apply to any and all mechanical installations not specifically mentioned elsewhere on this form). ❑ Up to$10,000 (total cost of system x 0.02) + 60 = $ ❑ Between$10,001- $100,000 ((total cost of system-10.000) x 0.01) + $260 = $ ❑ Over$100,001 ((total cost of system-100.000) x 0.005) + $1,160 = $ RESIDENTIAL New:Single Family Dwelling,including all buildings with wiring being constructed on each property. (*Based on living space, see definition below) ❑ Up to 1,500 sq ft-$130 ❑ 1,501 to 2,500 sq ft- $195 ❑ 2,501 to 3,500 sq ft- $260 ❑ 3,501 to 4,500 sq ft- $325 ❑ Over 4,500 sq ft $325 plus$65 for each additional 1,000 sq ft. or portion thereof ($325 + ($65 x# of additional 1.000 sq. ft. or portion thereof)). New:Multi-Family Dwelling(Contractors Only) ❑ Duplex Apartment$260 ❑ Three or more multi-family units: $130 per building plus$65 per unit: ($130 x#of buildings) + ($65 x#of units) ❑ Existing Residence,Modular,Manufactured or Mobile Homes and Detached Shop: $65 fee plus $10 per **HVAC equipment being installed up to the maximum of the corresponding sq. ft. of the building ($65 + ($10 x#of fixtures)) MISCELLANUS ❑ Plan ChEOeck: $65 per hour ❑ Technical Service: $65 per hour ❑ Gas Line: $65 ❑ Water Heater Replacement: $65 ❑ Requested Inspection: $65 ❑ Fireplace/Solid Fuel Burning Appliance: $65 per inspection *Living Space—space within a dwelling unit intended for human habitation which may reasonably be utilized for sleeping,eating,cooking, bathing,washing,recreation,and sanitation purposes. An unfinished basement is considered part of the living space. **Examples of HVAC Equipment-furnace replacement,solar,water heater,etc. Signature of Licensed Contractor License number&Exp.date Date r l Calculations Revised Structu a 24'x167' FUELING CANOPY MVE #120363 REXBURG TRAVEL CENTER CONOCO Rexburg, Idaho ,_„\oHAL �, 6x- G\STE - 't< Canopy Supplied by: / A Kustom Kanopies, Inc. ��" " r,. �' e 2765 Midland Dr. (q Ogden, UT 84401 X9'11,6s ®.0 • # o. AUG 0 6 2012 Structural Design by: • MOUNTAIN VIEW NIOENGINEERING, INC. 45 North Main Brigham City Utah 84302 #7346 15 pages of Calculations MOUNTAIN VIEW Page: 1 i p ENGINEERING, INC. Job: MVE#120363 Kustom Kanopies, Inc.#7346 Date: 08/01/12 345 North Main Brigham City Utah 84302 Subject: REXBURG TRAVEL CENTER CONOCO By: CRH Phone(435)734-9700 Fax(435)734-9519 Building Descr: 24'x167' FUELING CANOPY Location: Rexburg, Idaho CANOPY DESIGN CRITERIA CODE: IBC 2009 Dead and Live Loads: Total Canopy Dead Load 10 psf Canopy Area 4008 ftA2 Dead Load on Purlins 5 psf Mansard Roof Area 0 ftA2 Mansard Dead Load 0 psf Total Canopy Dead Load 40.08 kips Ground Snow Load 51 psf Max. Column Trib. Width 24 ft Roof Snow Load 42.8 psf Max. Column Trib. Length 29 ft Thermal Factor 1.2 Max. Column Trib. Area 696 ftA2 Importance Factor 1.0 Exposure Factor 1.0 Roof Live Load 20 psf Live Load Reduction per IBC 1607.11.2.1 At = 696 ftA2 F = 0 R1 = 0.60 R2 = 1.00 Reduced Live Load (Lr) 12 psf Occupancy Category: II Seismic Forces: Site Class D Wind Forces: Seismic Design Category D Wind Speed (V3s) 100 mph SS 0.465 SOS 0.443 Exposure C Si 0.161 Spy 0.232 Importance Factor 1.0 Importance Factor 1.0 The canopy is classified as cantilevered column system as per ASCE 7-05 Table 12.2-1 and has been designed using the Equivalent Lateral Force Procedure as per Section 12.8. Seismic overstrength factor (C2) will be applied to the design of all components (conservative). CANOPY SPECIFICATIONS: Length 167 ft Total Height of Canopy 19 ft max. Width 24 ft Number of Column Rows 1 Fascia Height (+ Mansard) 3 ft Number of Columns/Row 6 Canopy Clear Height 16 ft ' MOUNTAIN VIEW Page: 2 ENGINEERING INC. Job: MVE#120363 Kustom Kanopies, Inc.#7346 Date: 08/01/12 v Subject: REXBURG TRAVEL CENTER CONOCO By: CRH 345 North Main Brigham City Utah 84302 Phone(435)734-9700 Fax(435)734-9519 Building Descr: 24'x167' FUELING CANOPY Location: Rexburg, Idaho ASCE 7-05 WIND FORCES (SECTION 6.5 ANALYTICAL PROCEDURE) Open Building with Monoslope Roof (Section 6.5.13) with fascia panels as Parapets (Section 6.5.12.2.4) Basic Wind Speed (V) = 100 mph Gust Effect Factor (Section 6.5.8) Exposure (Sect. 6.5.6.3) = C The canopy's fundamental natural frequency Importance Factor = 1.00 is greater than 1 Hz, and is therefore rigid as Canopy Clear Height = 16 ft defined in Section 6.2. Therfore, as per Fascia Height (+ Mansard) = 3 ft Section 6.5.8.1, G = 0.85 Mean Roof Height = 16.333 ft Kd (Table 6-4) = 0.85 Note: Topographic effects need not be Wind Profile Area (As) = 501 ft^2 applied, therefore Kht = Kpt = 1.0. Velocity Pressure (Sect. 6.5.10, Table 6-3) a (Table 6-2) = 9.5 zg (Table 6-2) = 900 ft For Open Buildings: For Parapets (Fascia Panels): h = 16.333 ft p = 19 ft Kh = 2.01 (z/zg)^2/a = 0.864 Kp = 2.01 (z/zg)^2/a = 0.892 qh = 0.00256 (Kh) (Kht) (Kd) (VA2) (I) qp = 0.00256 (Kp) (Kpt) (Kd) (VA2) (I) Therefore, qh = 18.81 psf Therefore, qp = 19.41 psf Horizontal Forces (Section 6.5.12.2.4) Top of Windward Fascia pi= 19 ft Top of Leeward Fascia p2 = 19 ft Bottom of Windward Fascia zi = 16 ft Bottom of Leeward Fascia z2 = 16.33 ft Windward Fascia Height = 3 ft Leeward Fascia Height = 2.667 ft Parapet Wind Pressure for MWFRS pp = gpGCp„ From Section 6.5.12.2.4, Windward GCpn = 1.5 Leeward GCp„ = -1.0 Windward Parapet Pressure = 29.1 psf (i.e. towards fascia) Leeward Parapet Pressure = -19.4 psf (i.e. away from fascia) Canopy Length = 167 ft THEREFORE: Total Horizontal Force (F) = 23235.6 lbs = 23.24 kips For Fascia Design, Wind Pressure = 38.4 psf Wind Uplift (Figure 6-18A) B = 167 ft L = 24 ft O = 0 degrees Load Case B, Clear Leeward or Windward Flow will control design (obstructions always < 50%). From Figure 6-18A, Worst Case CN = -1.1 Therefore, Design Uplift Pressure = -17.58 psf For unbalanced uplift, Load Case A or B clear wind flow will control. Therefore, the net unbalanced wind uplift is the maximum difference between C NL and C NW. From Figure 6-18A, CN (net) = -1.0 Therefore, Net Unbalanced Uplift = -15.98 psf MOUNTAIN VIEW Page: 3 . lipENGINEERING INC. Job: MVE#120363 Kustom Kanopies, Inc.#7346 Date: 08/02/12 345 North Main Brigham City Utah 84302 Subject: REXBURG TRAVEL CENTER CONOCO By: CRH Phone(435)734-9700 Fax(435)734-9519 Building Descr: 24'x167' FUELING CANOPY Location: Rexburg, Idaho LATERAL ANALYSIS COLUMNS WIND (from page 2) Column Specification: 16" Dia. x 1/4" Pipe qp = 19.41 psf Fy = 35 ksi Total Base Shear (V) = 23.24 kip Length = 17.58 ft Z = 65.7 in3 SEISMIC Reduced Z for 4.75" Dia. Hole = 55.6 in3 SDS = 0.443 SDC = D Max. Allowable Stress Ratio = 0.846 R = 1.25 fl = 1.25 Column Weight = 54.3 plf = 0.6 kip Cs = 0.44 Note: In order to accurately model the Seismic W= 74.39 kip columns for all conditions; unbalanced snow, Total Base Shear (V) = 32.95 kip wind, and live loads must be checked in addition to balanced loads. See page 5 for a Wind Lateral Load at Column = 4.03 kip summary of all loads to columns for balanced Seismic Lateral Load at Column = 5.72 kip and unbalanced conditions. Distance From Base = 17.58 ft From Pages 10-11, the Column is OK. PURLINS FOOTINGS (per IBC 1807.3.2.2) Max. Purlin Trib. Width = 6 ft Vertical Bearing Pressure = 3000 psf Purlin Trib. Width # 2 = NA ft Lateral Bearing Pressure = 200 pcf Purlin Trib. Width # 3 = NA ft Max. Vertical Column Load = 36.75 kip Purlin Trib. Width #4 = NA ft Uplift at Column = -11.1 kip Left Cantilever = 11 ft Square Footing 5 Bay(s) @ 29 ft Length = 4 ft Right Cantilever = 11 ft Width = 4 ft D = 0.005 ksf S = 0.0428 ksf Req. Depth (see page 12) = 7.5 ft Lr = 0.02 ksf W = -0.0176 ksf Actual Depth = 8.5 ft From Pages 7-8, Use W12x19 q actual = 2297 psf q (allowable) = 3000 psf OK BEAMS Footing Weight = 24.00 kip Left Cantilever = 12 ft FS Uplift = 2.16 >1.5 OK NA Bay(s) @ NA ft Right Cantilever = 12 ft Maximum Tributary Width = 29 ft Note: Full roof live loads are used for the P1 (D) = 1.42 kip P2 (D) = NA kip design of the purlins and beams and reduced P1 (Lr) = 3.48 kip P2 (Lr) = NA kip live loads are used for the design of all other P1 (S) = 7.45 kip P2 (5) = NA kip members. P1 (W) = -3.06 kip P2 (W) = NA kip P3 (D) = NA kip P4 (D) = NA kip P3 (Lr) = NA kip P4 (Lr) = NA kip P3 (S) = NA kip P4 (S) = NA kip P3 (W) = NA kip P4 (W) = NA kip From Page 9, Use W16x36 MOUNTAIN VIEW Page: 4 . ENGINEERING, INC. Job: MVE#120363 Kustom Kanopies, Inc.#7346 Date: 08/01/12 345 North Main Brigham City Utah 84302 Subject: REXBURG TRAVEL CENTER CONOCO By: CRH Phone(435)734-9700 Fax(435)734-9519 Building Descr: 24'x167' FUELING CANOPY Location: Rexburg, Idaho Note: The column base plate, weld, and anchor ANCHOR RODS (ASTM F1554-36) 8 rods are designed to resist the maximum moment No. Rods per Connection = that can be developed by the lateral force resisting Diameter = 1.25 in system using PR moment connections and R = 1 Mean Anchor Rod Spacing = 16 in or 50% of the column Mp, as required by AISC Number of Rods in Tension = 5 in 341 Section 11.2b. LRFD FACTORED LOADS As per AISC 341 Section 11.2.b(2) (see Column Base Plate calculations) Reduced Column Z = 55.6 in3 P (kips) V (kips) M (kft) Mp = Fy Z = 1946 kin x 50% = 81.08 kft 1. 37.42 3.23 154.94 **R=1 CONTROLS** 2. 6.18 6.46 189.25 CONTROLS 3. 12.82 7.15 134.71 COLUMN BASE PLATE 4. -7.08 6.46 166.91 Fy = 36 ksi 5. 6.26 7.15 125.78 Wind Shear at Base = 4.03 kip Seismic Shear (R=1) = 7.15 kip Wind Moment at Base = 70.95 kft Seismic Moment (R=1) = 125.8 kft ANCHOR DESIGN LOADS (Factored) **See unbalanced loads on page 5._ Nu (on 5 anchors) = 141.9 kip From Page 13, Use 1.25"x24"x24' Base Plate Vu (on 8 anchors) = 6.46 kip See Anchor Rod Design on Page 14. COLUMN BASE PLATE WELD Sweld = 3(3b + d) 5weld = iT r2 Sweld = 213.8 inA2 Max. Moment at Base = 189.3 kft Max. Moment at Base = 2271 kin Weld Strength Required= 2271 kin 213.8 inA2 Weld Strength Required = 10.62 k/in Base Plate Thickness = 1 in Min. Weld Size (per AISC Table J2.4) = 1/8" Use 8 116 in fillet weld all around column G.F. = 11.14 k/in > 10.62 k/in OK MOUNTAIN VIEW Page: 5 4'/ ENGINEERING, INC. Job: MVE#120363 Kustom Kanopies, Inc. #7346 Date: 08/01/12 3 Subject: REXBURG TRAVEL CENTER CONOCO By: CRH 345 North Main Brigham City Utah 84302 Phone(435)734-9700 Fax(435)734-9519 UNBALANCED LOADS ON COLUMNS & FOOTINGS P+ Total Dead Load = 10 psf Flat Roof Snow Load = 42.8 psf Roof Live Load (Reduced) = 12 psf Net Unbalanced Wind Uplift -15.98 psf /1/11111111/11 Max. Beam Tributary Width = 29 ft Width of Right(Larger) Side= 12 ft HH-4 Width of Left(Smaller) Side= 12 ft Column Height= 17.583 ft HALF SNOW FULL SNOW Wind Load H (worst case) = +/- 4.03 k/column NO LIVE FULL LIVE Seismic Load H (worst case, ULT) = +/- 5.72 k/column FULL/NO WIND FULUNO WIND Dead Moment= 0.00 k*ft Balanced Live Moment= 0.00 k*ft - Balanced Snow Moment= 0.00 k*ft \ Balanced Wind Moment(from left) = 0.00 k*ft Balanced Wind Moment(from right) = 0.00 k*ft Unbalanced Live Moment= 25.06 k*ft Equivalent H = 1.42 kips Unbalanced Snow Moment= 44.68 k*ft Equivalent H = 2.54 kips Unb. Wind Moment(from left) = 33.38 k*ft Equivalent H = 1.90 kips Unb. Wind Moment(from right) = -33.38 k*ft Equivalent H = -1.90 kips Total Unbalanced Moment*= 78.06 k*ft = 936.7 k*in (*For Load Combination D + (Lr or S) + W) PURLIN SPAN MODIFICATION FACTOR**: **Applied where, due to purlin span conditions, the max. tributary area does not reflect the actual beam reactions. Modification Factor= 1.00 FOR BALANCED CONDITIONS: -- WIND IS EQUAL IN EACH DIRECTION-- P H M at top M at Base Total M H(for footing) Dead 6.96 k 0.00 k 0.00 kft 0.00 kft 0.00 kft 0.00 k Roof Live 8.35 k 0.00 k 0.00 kft 0.00 kft 0.00 kft 0.00 k Snow 29.79 k 0.00 k 0.00 kft 0.00 kft 0.00 kft 0.00 k Wind Left -11.13 k 4.03 k 0.00 kft 70.95 kft 70.95 kft 4.03 k Wind Right -11.13 k -4.03 k 0.00 kft -70.95 kft -70.95 kft -4.03 k Seismic(ULT) 0.00 k 5.72 k 0.00 kft 100.62 kft 100.62 kft 5.72 k FOR UNBALANCED CONDITIONS: -- WIND LEFT WILL CONTROL(ADDED TO SNOW LOADS)-- P H M at top M at Base Total M H(for footing) Dead 6.96 k 0.00 k 0.00 kft 0.00 kft 0.00 kft 0.00 k Roof Live 4.18 k 0.00 k 25.06 kft 0.00 kft 25.06 kft 1.42 k Snow 22.34 k 0.00 k 44.68 kft 0.00 kft 44.68 kft 2.54 k Wind Left -8.34 k 4.03 k 33.38 kft 70.95 kft 104.32 kft 5.93 k Wind Right -8.34 k -4.03 k -33.38 kft -70.95 kft -104.32 kft -5.93 k Seismic(ULT) 0.00 k 5.72 k 0.00 kft 100.62 kft 100.62 kft 5.72 k K's / p m rO \ \ O a' O> - to rl I, . . o 1-----, _ _ i _ -I W16x36 L__ n a x o_ o r- — z O D a� ~ 'D O D O o C z z --, O z W • 1 r--1 x o = W16x36. L__J °o D I x o — — — — \ 0 om c CD e to to ' r- — — — — to >v -0-F, o a = r_-1 W16x36 x 0 — w L__J M m D I x O — — — — \ o O - C \ 1 1_ O O Cr. - 1 \ • m D I r__, x P. W16x36 L__J C °o D 1 X O I 1 rDm A CO . a ao e 41 z o W m y K n O m m o D 1 r---I x o — = =- W16x36 L_ — x — 0 7_ • O xo — — — \ p o z m - \ m D 1 --1 x o - . 1_e W16x36 .__2 L__J mvurnani VICVV CIIIJIIIee IIIy,nn;. I me: h NT/34b-r(thtSUKG,IU J00# 12U363 345 North Main Street,Suite A Engineer: CRH It- _,.. Brigham City,Utah 84302 Project Desc,: Structural Design of Fueling Canopy f Phone:(435)734-9700 Fax:(435)734-9519 �., '� 'tea? �x z, s s Printed: I AUG 2012 3 20PM aim, 1 �� A� l i „n: tie 20251 ru/96Q4\f20363,Cl#7{346 ex�uftTravel n£er(fte*t 1Ri1 AI siti�la ro ec. ..._,, . .,, ,,i.m NE CALc �1c 148a2a1 .su d s Lic:#: KW-06005073 �H,...,.,. .. , .�, ,_. . � . , . ° .�;?`:�1� _;.,'°m Licensee:MOUNTAIN VIEW ENGINEERING,INC. Description: Middle Pudins 404,E tE'FERENCES... ' Calculations per AISC 360-05,ASCE 7-05 Load Combination Set:2009 IBC&ASCE 7-05 J01teraJPropert1es °' Analysis Method: Allowable Stress Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined Beam-by-Beam E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2009 IBC&ASCE 7-05 °Ui b,460,0Lengths ° Span#1,Defined Brace Spacing, First Brace at"ft and spaced at 8.0 ft ___........... .. D(0.030)Lr(0.120)S(0.2568)W(-0.1056) • , Span=29.0 ft W12X19 l i ed Lo 4. ..?e: " Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans D=0.0050, Lr=0.020, S=0.04280, W=-0.01760 ksf, Tributary Width=6.0 ft DES/GN S�Mf1APY Desi•n OK Maximum Bending Stress Ratio = 0.776: 1 Maximum Shear Stress Ratio= 0 0 Section used for this span 0.077 : 1 p W12X19 Section used for this span W12X19 Mu:Applied 32.143 k-ft Vu:Applied 4.434 k Mn/Omega:Allowable 41.424k-ft Vn/Omega:Allowable 57.340 k - Load Combination +D+5+1-1 Load Combination +D+S+H Location of maximum on span 14.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 1.091 in Ratio= 318 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <240 Max Downward Total Deflection 1.812 in Ratio= 192 Max Upward Total Deflection -0.449 in Ratio= 775 414 Mal rrttt'm 046, t 6 Unfact ored L4ada, " Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+S 1 1.8116 14.645 0.0000 0.000 fertical Reactions Un actdrei ° " Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.174 .174 D Only 0.710 0.710 k_.p Lr Only 1.740 1.740 `J '�Z S Only 3.724 3.724 >(2- I I 3.t Lr Lr+S 5.464 W Only -1.531 l- 1.531 -1, g S D+Lr 2.450 D+S 4.434 4.434 — 3.04)2 k) D+W -0.821 -0.821 D+Lr+S 6.174 6.174 D+Lr+W 0.919 0.919 r,crr uiyniccmiy,uw. IILIt;: I\Nit(J4D-r AoUKl7,IU Job# 120363 M , u Engineer: CRH Brigham 345 North Cityain,Utah Street 84302 Site A Project Desc.: Structural Design of Fueling Canopy Phone:(435)734-9700 Fax:(435)734-9519 Printed: 1 AUG 2017 3:24PM FI11 T 1120261 thru 1205001120363 KK#7346 000110 rav�t Genie((R xbLtrg l9)11'to 69 sli�glg{qw �J� ' :; ENERC�A10 IttC.f983 2032;-t! 61 7 t1er,410 7 ., Lic.#: KW-06005073 Licensee:MOUNTAIN VIEW ENGINEERING,INC. Description: End Purlins C,DREFERENCES` Calculations per AISC 360-05,ASCE 7-05 Load Combination Set:2009 IBC&ASCE 7-05 INatetla1 Properties,. Analysis Method: Allowable Stress Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined Beam-by-Beam E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2009 IBC&ASCE 7-05 Unbr0:00.4,l2engths Span#1,Defined Brace Spacing, First Brace at 0.0 ft and spaced at 8.0 ft Span#2,Defined Brace Spacing, First Brace at 0.0 ft and spaced at 1.333 ft D(0.030)Lr(0.120)S(0.2568)W(-0.1056) • • • • + SpQ12i190 ft Spo12)V90 ft Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.0050, Lr=0.020, S=0.04280, W=-0.01760 ksf, Tributary Width=6.0 ft D��[GW SUMMARY} Desi•n OK Maximum Bending Stress Ratio = 0.585: 1 Maximum Shear Stress Ratio= 0.088 : 1 Section used for this span W12X19 Section used for this span W12X19 Mu:Applied 23.558 k-ft Vu:Applied 5.071 k Mn/Omega:Allowable 40.303 k-ft Vn/Omega:Allowable 57.340 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 12.492ft Location of maximum on span 29.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.722 in Ratio= 481 Max Upward L+Lr+S Deflection -0.344 in Ratio= 766 Max Downward Total Deflection 1.199 in Ratio= 290 Max Upward Total Deflection -0.571 in Ratio= 463 t3verall Max mtum=peflectlons,;Unfactored Loads Load Combination Span Max.'"Dell Location in Span Load Combination Max."+"Defl Location in Span D+Lr+S 1 1.1994 13.608 0.0000 0.000 2 0.0000 13.608 D+Lr+S -0.5707 11.000 ilert�cal R.asctlons, ,:Unfacto�ed :, Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5.285 11.745 D Only 0.608 1.351 Lr Only 1.490 3.310 S Only 3.188 7.084 Lr+S 4.678 10.394 W Only -1.311 -2.913 D+Lr 2.097 4.661 D+S 3.796 8.435 D+W -0.703 -1.562 D+Lr+S 5.285 11.745 D+Lr+W 0.787 1.748 • IVIUUIlldll I view tllyiiieelllly,iiu.. i life: MNf1640-KtAISUK1-1,IU JOD IT 1LUJbJ I(•,_ 345 , Engineer: CRH Brigham North CityMain,Utah Street 84302 Suite A Project Desc.: Structural Design of Fueling Canopy l Phone:(435)734-9700 Fax:(435)734-9519 Printed 1 AUG 2012 3:32PM it:40617 0 7 y r Fiif*�rff20221thntlO5I11i0363KK#134019, u�C>�1i`avel'enter(Rebu�,ifj12663s1 l - ,. - )i,,,,, .,�, _.a 4 « . <' 1 ,8 EfidAte INO 9$?2o1. (d 707A06-4, ''7 Lic.#:KW-06005073 Licensee:MOUNTAIN VIEW ENGINEERING,INC. Description: Beams F C D REEFERENCr Calculations per AISC 360-05,ASCE 7-05 Load Combination Set:2009 IBC&ASCE 7-05 Material Properties, ': Analysis Method: Allowable Stress Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined Beam-by-Beam E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2009 IBC&ASCE 7-05 Unbracers.Lei gths Span#1,Defined Brace Locations, First Brace at 3.0 ft, Second Brace at 9.0 ft,Third Brace at ft D(1.42)Lr3.48)S(7.45)W(-3.06) D(1.42)Lr3.48)S(7.45)W(-3.06) ps o. � d �. I,_ 0 > Span=12.0 ft W16X36 & Beam self weight calculated and a i` ppILed L9ads i'' L. ,. ' „.<, ,,, , Service loads entered.Load Factors will be applied for calculations. 4 added to loads Load(s)for Span Number 1 Point Load: D=1.420, Lr=3.480, S=7.450, W=-3.060 k aa,3.0 ft Point Load: D=1.420, Lr=3.480, S=7.450, W=-3.060 k A 9.0 ft bESI N tR$tARY t ',: Design OK Maximum Bending Stress Ratio = 9 0.683: 1 Maximum Shear Stress Ratio= Section used for this span 0.1 1 W16X36 Section used for this span W16X36 36 Mu:Applied 109.038 k-ft Vu:Applied 18.173 k Mn/Omega:Allowable 159.681 k-ft Vn/Omega:Allowable 93.810 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 0.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.409 in Ratio= 704 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.690 in Ratio= 417 Max Upward Total Deflection -0.168 in Ratio= 1715 ......__.... Overall Mazimu►l�beflections ;Unfaptored Loafs, .. Load Combination Span Max. "Deft Location in Span Load Combination Max."+"Defl Location in Span D+Lr+S 1 0.6902 12.000 0.0000 0.000 ''Vertiical Reactio is ,Unfactoreif= Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 25.133 D Only 3.273 Lr Only 6.960 S Only 14.900 Lr+S 21.860 W Only -6.120 D+Lr 10.233 D+S 18.173 D+W -2.847 D+Lr+S 25.133 D+Lr+W 4.113 ,•,��,. „ .w..",y,ncc,my,m.,. I WC. :VW l JffU-RLAOUrw,Iv JUU ft ILUOOJ 1141 345 North Main Street,Suite A Engineer: CRH Brigham City,Utah 84302 Project Desc.: Structural Design of Fueling Canopy f Phone:(435)734-9700 Fax:(435)734-9519 1 0 11PM�f,x . ,, Printed: IAUG2012 4 i � t 3 4 File Tt12 51 t Itil2C0 020 '10#34h#eaalrrTr 0 teltter(Re lgl 236 I eg4)w,E _ � , . „ '` h ' Arr cowman i v lcvr ulyniccnny,,, .. I RIG. 'V W/J../-I1LAL.JU11I7,IL) JUU It ILUJUJ 345 North Main Street,Suite A Engineer: CRH Brigham City,Utah 84302 Project Desc.: Structural Design of Fueling Canopy f Phone:(435)734-9700 Fax:(435)734-9519 (' Printed 1 AUG 2012,3:58PM ,e6 ' File 71120251 hn1120500120363 KK#734 6 Rexbu Travele enter ie xu r D 1203¢ 7 I roy tE,� Q � � a k r.. i, . :s - ;CN R�( :9N .2Q� oir 27VsF41Z7 Lic.#:KW-06005073 Licensee: MOUNTAIN VIEW ENGINEERING,INC. Description: Columns(Unbalanced Loads) Code tiferdn-ces Calculations per AISC 360-05,ASCE 7-05 Load Combinations Used :2009 IBC&ASCE 7-05 O3 neral infgrnatloni_r Steel Section Name: P16x0.25 Overall Column Height 17.583 ft Analysis Method: Allowable Stress Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy:Steel Yield 35.0 ksi Brace condition for deflection(buckling)along columns: E:Elastic Bending Modulus 29,000.0 ksi X-X(width)axis:Unbraced Length for X-X Axis buckling=18.0830 ft,K=2.1 Load Combination: 2009 IBC&ASCE 7-05 Y-Y(depth)axis:Unbraced Length for X-X Axis buckling=18.0830 ft,K=2.1 AppilgLoaids y< Service loads entered.Load Factors will be applied for calculations. AXIAL LOADS... Axial Load at 17.583 ft,D=6.960,LR=4.180,S=22.340,W=-11.110 k BENDING LOADS... Lat.Point Load at 17.583 ft creating Mx-x,W=4.030,E=5.720 k Moment acting about X-X axis,LR=25.060,S=44.680,W=33.380 k-ft DE$I, N SUMAf Y .. . Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7893 :1 Maximum SERVICE Load Reactions.. Load Combination +D+0.70E+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 6.960 k Bottom along Y-Y 5.720 k Pn/Omega:Allowable 193.033 k Max:Applied 70.402 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 91.278 k-ft Along Y-Y -1.524 in at 17.583ft above base Ma-y:Applied 0.0 k-ft for load combination:D+Lr+S Mn-y/Omega:Allowable 91.278 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.05039 :1 Load Combination +D+W+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 4.030 k Vn I Omega:Allowable 79.982 k il'Maxfm im D flection,5 for Load Coitmbinatlons linfactored Loads ;' Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft -0.548 in 17.583 ft S Only 0.0000 in 0.000 ft -0.976 in 17.583 ft W Only 0.0000 in 0.000 ft 0.305 in 17.583 ft E Only 0.0000 in 0.000 ft 1.468 in 17.583 ft D+Lr 0.0000 in 0.000 ft -0.548 in 17.583 ft D+S 0.0000 in 0.000 ft -0.976 in 17.583 ft D+W 0.0000 in 0.000 ft 0.305 in 17.583 ft D+Lr+S 0.0000 in 0.000 ft -1.524 in 17.583 ft D+Lr+W 0.0000 in 0.000 ft -0.243 in 17.583 ft D+E 0.0000 in 0.000 ft 1.468 in 17.583 ft D+Lr+E 0.0000 in 0.000 ft 0.913 in 17.465 ft Mountain View Engineering,Inc. Title: KK#7346 REXBURG,ID Job# 120363 345 North Main Street,Suite A Engineer: CRH 1111 Pro ect Desc.: Structural Desi n of Fuelin Cano Brigham City,Utah 84302 1 I g py Phone:(435)734-9700 Fax:(435)734-9519 `Z Printed:2 AUG 2012,4:05PM• FileT:1120251tu1205001120363KK#7346RexburgTravelCenter(Rexburg,lD)1120363singlerow.ec6 PO1 'Footing Embedded in SOH : ENERCALC,'INC.1983-2012,Build 6.12.7.27,Ver:6.12.7.27 Lic.W:KW-06005073 Licensee:MOUNTAIN VIEW ENGINEERING,INC. Description: Footing Embedment Depth Code References Calculations per,ASCE 7-05 Load Combinations Used :2009 IBC&ASCE 7-05 General information!' Pole Footing Shape Rectangular Footing Width 48.0 in Calculate Min.Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive 200.0 pcf Max Passive 3,000.0 psf Controlling Values Governing Load Combination: +D+0,750L+0.7505+0.750W+H • Lateral Load 3.023 k Moment 111.690 k-ft Restraint @ Ground Surface Pressure at Depth . ..�s -. -vivo Actual 1,496.24 psf Allowable 1,500.0 psf �3 I Surface Retraint Force 34,667.9 lbs : E Mtmmum Requtredepth�` 7 50 R ` j4��_� 9'91 E,: y!,y: Footing Base Area 16.0 ft^2 ;. Maximum Soil Pressure 1.831 ksf Fo.r,,g W, ,.4-0 • Applied Loads Lateral Concentrated Load Lateral Distributed Load Applied Moment Vertical Load D:Dead Load k k/ft k-ft 6.960 k Lr:Roof Live k k/ft 25.060 k-ft 4.180 k L:Live k k/ft k-ft k S:Snow k k/ft 44.680 k-ft 22.340 k W:Wind 4.030 k k/ft 33.380 k-ft k E:Earthquake 5.720 k k/ft k-ft k H:Lateral Earth k k/ft k-ft k Load distance above TOP of Load above ground surface ground surface 17.583 ft ft BOTTOM of Load above ground surface ft Load Combination Results it;.,i.... ? �� Fore @ G, ond Srfa e i s C) Reutret .Presure a(Depth j..0 H �S orl Ianc rea se .a l p lLroad Conibintlon ' Loads (k) Moments (ft k bepth-li(ft) Acual (psf) Al ' f) '''''F'''t' Ftai . ..., .t a a� -,.:, g s i:i ..i. >., ,ak i ,,,i„, ,e,,,, d.in, , . y�,lowps d :: +D+Lr+H 0.000 25.060 4.63 882.8 925.0 1.000 +D+S+H 0.000 44.680 5.63 1,064.1 1,125.0 1.000 +D+0.750Lr+0.750L+H 0.000 18.795 4.25 784.1 850.0 1.000 +D+0.750L+0.7505+H 0.000 33.510 5.13 961.4 1,025.0 1.000 +D+W+H 4.030 104.239 7.38 1,444.2 1,475.0 1.000 +D+0.70E+H 4.004 70.402 6.50 1,255.7 1,300.0 1.000 +D-r0.750Lr+0.750L+0.750W+H 3.023 96.975 7.25 1,390.2 1,450.0 1.000 +D+0.750L+0.750S+0.750W+H 3.023 111.690 7.50 1,496.2 1,500.0 1.000 +D+0.750Lr+0.750L+0.5250E+H 3.003 71.597 6.50 1,277.0 1,300.0 1.000 . MOUNTAIN VIEW Page: 13 ENGINEERING, ob: MVE#120363 Kustom Kanopies, Inc.#7346 D G INC. Subject: REXBURG TRAVEL CENTER CONOCO Date: 08/01/12 345 North Main Brigham City Utah 84302 CRH Phone(435)734-9700 Fax(435)734-9519 By: Building Descr: 24'x167' FUELING CANOPY Location: Rexburg, Idaho BASEPLATE CALCULATIONS **Unbalanced Conditions Control COLUMN BASE REACTIONS Axial(P, kips) Shear(V, kips) Moment(M, kip*ft) Dead Load (D) 6.96 0 0 Roof Live Load (Lr) 4.18 0 25.06 Snow Load (S) 22.34 0 44.68 Wind Load (W) -8.34 4.03 Seismic Load (E, ult) 0 7.15 104.32 125.78 ASCE 7-05 LOAD COMB/NATIONS(LRFD) P(kips) V(kips) M(kip*ft) 1. 1.2D+ 1.6(Lr or S) + 0.8W 1. 37.42 3.23 2. 1.2D+ 1.6W+0.5(Lr or S) 2. 6.18 189. 3. 1.2D+ 1.0E + 0.2S 6.46 189.25 CONTROLS 154.94 3. 12.82 7.15 134.71 4. 0.9D + 1.6W 4. -7.08 6.46 5. 0.9D+ 1.0E 166.91 5. 6.26 7.15 125.78 CONTROLLING LOADS P= 6.18 kips V= 6.46 kips M= 189.25 kipft Anchor Rod Diameter= 1.25 in ASE= 0.969 412 Total Number of Anchor Rods= 8 SDC= D Number of Anchor Rods in Tension= 5 fc= 5000 psi (for grout) Number of Anchor Rods in Shear= 8 For Baseplate, Fy= 36 ksi For F1554-36 Anchors, Futa= 58 ksi Baseplate Dimensions: N = 24 in B = 24 in Anchor Rows: 3 - anchors @ d= 20 in d'= 16 in 2 anchors @ d= 10 in 0 anchors @ d = 0 in Distance of Anchors from Plate Edge= 2 in Tension on Each Anchor= 28.39 kips From AISC 13th Edition: (DB= 0.9 Shear on Each Anchor= 0.81 kips Column Outisde Dimension = 16 in Round or Square? round Side Bending Moment Arm = 2 in Corner Bending Moment Arm = 6.14 in Side Bending Moment in Plate= 170.33 kip*in Corner Bending Moment in Plate= 174.36 kip*in Bending Plane (Wplate) = 24 in Bending Plane(W plate)= 17.941 in Plate Thickness Required = r 4* M 0.5 = 1.095 inches Use 1.25 inch thick plate Fy*Wplate *(DB THEREFORE, 1.25 in. x 24 in. x 24 in. BASEPLATE IS OK Ibpo MOUNT AIN VIEW Page: 14 Job: MVE#120363 Kustom Kanopies, Inc. #7346 Date: 08/02/12 ENGINEERING INC. Subject:J REXBURG TRAVEL C 45 North Main Brigham City Utah 84302 CENTER CONOCO By: CRH Phone(435)734-9700 Fax(435)734-9519 Description: 24'x167' FUELING CANOPY Location: Rexburg, Idaho ANCHOR ROD GROUP CHECK (per ACI 318 Appendix D, headed anchors) Tensile Force on Anchors(Nu)= 141.94 kips Side-face Blowout of Anchors in Tension Shear Force on Anchors(Vu)= 6.46 kips cal <0.4 hEF? NO SIDE-FACE BLOWOUT Seismic Design Category= D si <6cai ? YES WILL NOT CONTROL Number of Anchors(n)= 8 Number of Anchors in Tension(n)= 5 ca<3cai ? YES R= 0.5 d Nsb= 160caiABRGO5 fcosR = 122.41 kips Anchor Diameter (do)= 1.25 in Am= 0.969 in^2 Anchor Spacing Perpendicular to Load (s1)= 16 in Therefore, N = 142.81 kips Anchor Spacing Parallel to Load (s2)= 16 in Sbs=(l+s°/6c ai)N sb Spacing of outer Anchors(s°)= 16 in Concrete Breakout Strength of Anchors in Shear Embedment Depth(hEF)= 25 in Ave= 1152 in^2 q 2- - Yield Strength of Anchors(Fy)= 36 ksi vee =4.5(cai) 1152 in^2 Tensile Strength of Anchors(Futa)= 58 ksi Edge Distance in Load Direction(c 'limy = 1/(1+2e'v/3cai)<= 1.0 Tao, = 1.000 (cat)= 16 in cat>= 1.5ca1 ? NO `P = 0.900 Edge Distance Perpendicular to Load(cat)= 16 in ed.v Cracking at Service Loads? YES Y'e v = 1.200 Concrete Strength(fc)= 2500 psi Axial Eccentricity(e'N)= 8 in Shear Eccentricity WO= 0 in Vb - 7(L,/d0)°2 dn,°s fc°5c ,l.5 = 37.96 kips Steel Strength of Anchors in Tension Vebe = Ave S'ee,V`1'ed,v`l'e,vVb = 41.00 kips Vco Nsa= fAsEFuta = 281.01 kips Therefore, Vc130 = 41.00 kips Concrete Breakout Strength of Anchors in Tension ANe= 2304 in^2 ANoo =9haF= 5625 in^2 Steel Strength of Anchors in Shear Built-up grout pads used? YES Tec,N = 1/(1+2e'N/3hEF)<= 1.0 ''ec,N = 0.824 oa(mm.)<1.5hEF ? YES t ed.N = 0.828 Vs = 0.6nAsEFuta = 215.82 kips Cracking at Service Loads? YES `Pc.N = 1.000 Headed anchors used,therefore Pep,N = 1.000 Concrete Pryout Strength of Anchors in Shear hEF>= 11 in.? YES kc = 16 hEF= 25 in Therefore,kcp= 2 X = 1.66667 Nb = kr,fr°5hrp' = 171.00 kips = 95.59 kips Vcpo - kcpNcao - _ ANc NebB A y'ee,N''ed,NTC N1'ep,NNb = 47.80 kips Nco Anchor rods are tied into the footings with rebar cages, ANCHOR ROD GROUP CAPACITY so concrete breakout will be limited by the tensile strength Tensile Strength Reduction Factor(1)= 0.75 of the rebar verticals in the cage. Shear Strength Reduction Factor(0)= 0.75 Number of Verticals= 12 Size of rebar= # 5 Tensile strength of the reinforcement= 223.2 kips(ULT) ALLOW.TENSION ON ( N)= 167.40 kips> 142 kips OK ALLOW.SHEAR(OVN)= 30.75 kips> 6.46 kips OK Therefore, NcBG = 223.20 kips Pullout Strength of Anchors in Tension CHECK SHEAR/TENSION INTERACTION ABRG= 3.658 in^2 FOR 3/16"PLATE WASHER NuA>0.20NN? YES Np= 8ABRGfc = 73.16 kips VuA>0.2DVN? YES UNITY CHECK REQUIRED Cracking at Service Loads? YES tl'c p = 1 N V NUA + °A = 1.06 < 1.20 OK ANN ovN NpN(group)= n'Pe pNp = 365.80 kips MOUNTAIN VIEW ENGINEERING, INC. Job $1201,? kUST AA I1-A ■!oPLES Page IC MOUNTAIN VIEW Subject 73 BUILDING SYSTEMS, INC. Date e--1-(2 1-� 345 No.Main,Suite A • Brigham City, Utah 84302 By C•P•N Phone(435)734-9700 • Fax(435)734-9519 Websites: www.mvengr.net•www.mvbldgsys.net $-Boy-T CAP PLATE- DES( 6NJ UNBALAI4C-ED Mon4E14T = 13(e.-7 k- 1e). Bt`AM • WELD DES 16 N REPrTl rl6 i!tE W51-0 AS A LINE �--� r,� c-,, 01( Sx wEw = Ti I = 2138 tylz_ 2`' j, (Litz" 24 WELD sT-T2Ft-1(,Ttt P-ER`D = W 3(•.7 k i = 3°o Mil 3" 2t3-8 1112 (% I « 5 � f l 14 :. USE �� E-7 D XX f i LLer 6.F. = 4(0 k/i y) I • BoLT DEsI6N • 1goLT = (13(17 kiv)) _ / D - (18 I`'f's/100N- (4 bol{s)t23") USE (S)76V A30 BOLTS (6.F. _ klbcl--) t • PLATE DEst 6N /Op = (3v ')(4- bc. )( 10 .1°0 l��c�o�� _ 132.310 kih ((9.(P0(P2-'4 kwi �2 = I t9 in (31 k5■)( 15 ") (]SE I q- l`x 10 "x30 " CAP PLATE R Revised Structural Calculations 24'x167' FUELING CANOPY MVE #120363 REXBURG TRAVEL CENTER CONOCO Rexburg, Idaho Canopy Supplied by: Q�O�� C,\g � ` Kustom Kanopies, Inc. ��r,,, 1 j 2765 Midland Dr. Ogden, UT $4an4 v447.6' of iC' e* 41s o. AUG 0 6 2012 4302 15 pages of Calculations MOUNTAIN VIEW Page: 1 ENGINEERING, INC. Job: MVE#120363 Kustom Kanopies, Inc.#7346 Date: 08/01/12 Subject:North Main Brigham City Utah 84302 bJeCt: REXBURG TRAVEL CENTER CONOCO By: CRH Phone(435)734-9700 Fax(435)734-9519 Building Descr: 24'x167' FUELING CANOPY Location: Rexburg, Idaho CANOPY DESIGN CRITERIA CODE: IBC 2009 Dead and Live Loads: Total Canopy Dead Load 10 psf Canopy Area 4008 ft^2 Dead Load on Purlins 5 psf Mansard Roof Area 0 ft^2 Mansard Dead Load 0 psf Total Canopy Dead Load 40.08 kips Ground Snow Load 51 psf Max. Column Trib. Width 24 ft Roof Snow Load 42.8 psf Max. Column Trib. Length 29 ft Thermal Factor 1.2 Max. Column Trib. Area 696 ft^2 Importance Factor 1.0 Exposure Factor 1.0 Roof Live Load 20 psf Live Load Reduction per IBC 1607.11.2.1 At = 696 ft^2 F = 0 R1 = 0.60 R2 = 1.00 Reduced Live Load (Lr) 12 psf Occupancy Category: II Seismic Forces: Site Class D Wind Forces: Seismic Design Category D Wind Speed (V3s) 100 mph Ss 0.465 Sips 0.443 Exposure C S1 0.161 SDI 0.232 Importance Factor 1.0 Importance Factor 1.0 The canopy is classified as cantilevered column system as per ASCE 7-05 Table 12.2-1 and has been designed using the Equivalent Lateral Force Procedure as per Section 12.8. Seismic overstrength factor (Q) will be applied to the design of all components (conservative). CANOPY SPECIFICATIONS: Length 167 ft Total Height of Canopy 19 ft max. Width 24 ft Number of Column Rows 1 Fascia Height (+ Mansard) 3 ft Number of Columns/Row 6 Canopy Clear Height 16 ft MOUNTAIN VIEW Page: 2 p ENGINEERING INC. Job: MVE#120363 Kustom Kanopies, Inc.#7346 Date: 08/01/12 Subject: REXBURG TRAVEL CENTER CON 45 North Main Brigham City Utah 84302 CONOCO By: CRH Phone(435)734-9700 Fax(435)734-9519 Building Descr: 24'x167' FUELING CANOPY Location: Rexburg, Idaho ASCE 7-05 WIND FORCES (SECTION 6.5 ANALYTICAL PROCEDURE) Open Building with Monoslope Roof (Section 6.5.13) with fascia panels as Parapets (Section 6.5.12.2.4) Basic Wind Speed (V) = 100 mph Gust Effect Factor (Section 6.5.8) Exposure (Sect. 6.5.6.3) = C The canopy's fundamental natural frequency Importance Factor = 1.00 is greater than 1 Hz, and is therefore rigid as Canopy Clear Height = 16 ft defined in Section 6.2. Therfore, as per Fascia Height (+ Mansard) = 3 ft Section 6.5.8.1, G = 0.85 Mean Roof Height = 16.333 ft Kd (Table 6-4) = 0.85 Note: Topographic effects need not be Wind Profile Area (As) = 501 ft^2 applied, therefore Kht = Kpt = 1.0. Velocity Pressure (Sect. 6.5.10, Table 6-3) a (Table 6-2) = 9.5 zg (Table 6-2) = 900 ft For Open Buildings: For Parapets (Fascia Panels): h = 16.333 ft p = 19 ft Kh = 2.01 (z/zg)^2/a = 0.864 Kp = 2.01 (z/zg)^2/a = 0.892 qh = 0.00256 (Kh) (Kht) (Kd) (VA2) (I) qp = 0.00256 (Kp) (Kpt) (Kd) (VA2) (I) Therefore, qh = 18.81 psf Therefore, qp = 19.41 psf Horizontal Forces (Section 6.5.12.2.4) Top of Windward Fascia Pi= 19 ft Top of Leeward Fascia p2 = 19 ft Bottom of Windward Fascia z1 = 16 ft Bottom of Leeward Fascia z2 = 16.33 ft Windward Fascia Height = 3 ft Leeward Fascia Height = 2.667 ft Parapet Wind Pressure for MWFRS pp = gpGCpn From Section 6.5.12.2.4, Windward GCpn = 1.5 Leeward GCpn = -1.0 Windward Parapet Pressure = 29.1 psf (i.e. towards fascia) Leeward Parapet Pressure = -19.4 psf (i.e. away from fascia) Canopy Length = 167 ft THEREFORE: Total Horizontal Force (F) = 23235.6 lbs = 23.24 kips For Fascia Design, Wind Pressure = 38.4 psf Wind Uplift (Figure 6-18A) B = 167 ft L = 24 ft O = 0 degrees Load Case B, Clear Leeward or Windward Flow will control design (obstructions always < 50%). From Figure 6-18A, Worst Case CN = -1.1 Therefore, Design Uplift Pressure = -17.58 psf For unbalanced uplift, Load Case A or B clear wind flow will control. Therefore, the net unbalanced wind uplift is the maximum difference between C NL and C NW. From Figure 6-18A, CN (net) = -1.0 Therefore, Net Unbalanced Uplift = -15.98 psf MOUNTAIN VIEW Page: 3 ENGINEERING INC. Job: MVE#120363 Kustom Kanopies, Inc.#7346 Date: 08/02/12 345 North Main Brigham City Utah 84302 Subject: REXBURG TRAVEL CENTER CONOCO By: CRH Phone(435)734-9700 Fax(435)734-9519 Building Descr: 24'x167' FUELING CANOPY Location: Rexburg, Idaho LATERAL ANALYSIS COLUMNS WIND (from page 2) Column Specification: 16" Dia. x 1/4" Pipe qp = 19.41 psf Fy = 35 ksi Total Base Shear (V) = 23.24 kip Length = 17.58 ft Z = 65.7 in3 SEISMIC Reduced Z for 4.75" Dia. Hole = 55.6 in3 SDS = 0.443 SDC = D Max. Allowable Stress Ratio = 0.846 R = 1.25 O = 1.25 Column Weight = 54.3 plf = 0.6 kip Cs = 0.44 Note: In order to accurately model the Seismic W = 74.39 kip columns for all conditions; unbalanced snow, Total Base Shear (V) = 32.95 kip wind, and live loads must be checked in addition to balanced loads. See page 5 for a Wind Lateral Load at Column = 4.03 kip summary of all loads to columns for balanced Seismic Lateral Load at Column = 5.72 kip and unba lanced conditions. Distance From Base = 17.58 ft From Pages 10-11, the Column is OK. PURLINS FOOTINGS (per IBC 1807.3.2.2) Max. Purlin Trib. Width = 6 ft Vertical Bearing Pressure = 3000 psf Purlin Trib. Width # 2 = NA ft Lateral Bearing Pressure = 200 pcf Purlin Trib. Width # 3 = NA ft Max. Vertical Column Load = 36.75 kip Purlin Trib. Width #4 = NA ft Uplift at Column = -11.1 kip Left Cantilever = 11 ft Square Footing 5 Bay(s) @ 29 ft Length = 4 ft Right Cantilever = 11 _ ft Width = 4 ft D = 0.005 ksf S = 0.0428 ksf Req. Depth (see page 12) = 7.5 ft Lr= 0.02 ksf W = -0.0176 ksf Actual Depth = 8.5 ft From Pages 7-8, Use W12x19 q actual = 2297 psf q (allowable) = 3000 psf OK BEAMS Footing Weight = 24.00 kip Left Cantilever= 12 ft FS Uplift = 2.16 >1.5 OK NA Bay(s) @ NA ft Right Cantilever = 12 ft Maximum Tributary Width = 29 ft Note: Full roof live loads are used for the P1 (D) = 1.42 kip P2 (D) = NA kip design of the purlins and beams and reduced P1 (Lr) = 3.48 kip P2 (Lr) = NA kip live loads are used for the design of all other P1 (S) = 7.45 kip P2 (S) = NA kip members. P1 (W) = -3.06 kip P2 (W) = NA kip P3 (D) = NA kip P4 (D) = NA kip P3 (Lr) = NA kip P4 (Lr) = NA kip P3 (S) = NA kip P4 (S) = NA kip P3 (W) = NA kip P4 (W) = NA kip From Page 9, Use W16x36 MOUNTAIN VIEW Page: 4 - ENGINEERING INC. Job: MVE#120363 Kustom Kanopies, Inc.#7346 Date: 08/01/12 345 North Main Brigham City Utah 84302 Subject: REXBURG TRAVEL CENTER CONOCO By: CRH Phone(435)734-9700 Fax(435)734-9519 Building Descr: 24'x167' FUELING CANOPY Location: Rexburg, Idaho Note: The column base plate, weld, and anchor ANCHOR RODS (ASTM F1554-36) rods are designed to resist the maximum moment No. Rods per Connection = 8 that can be developed by the lateral force resisting Diameter = 1.25 in system using PR moment connections and R = 1 Mean Anchor Rod Spacing = 16 in or 50% of the column Mp, as required by AISC Number of Rods in Tension = 5 in 341 Section 11.2b. LRFD FACTORED LOADS As per AISC 341 Section 11.2.b(2) (see Column Base Plate calculations) Reduced Column Z = 55.6 in3 P (kips) V (kips) M (kft) Mp = Fy Z = 1946 kin x 50% = 81.08 kft 1. 37.42 3.23 154.94 **R=1 CONTROLS** 2. 6.18 6.46 189.25 CONTROLS 3. 12.82 7.15 134.71 COLUMN BASE PLATE 4. -7.08 6.46 166.91 FY= 36 ksi 5. 6.26 7.15 125.78 Wind Shear at Base = 4.03 kip Seismic Shear (R=1) = 7.15 kip Wind Moment at Base = 70.95 kft Seismic Moment (R=1) = 125.8 kft ANCHOR DESIGN LOADS (Factored) *See unbalanced loads on page 5. Nu (on 5 anchors) = 141.9 kip From Page 13, Use 1.25"x24"x24" Base Plate Vu (on 8 anchors) = 6.46 kip See Anchor Rod Design on Page 14. COLUMN BASE PLATE WELD b d c - 3'-'weld 'weld (3b + d) Sweld - 7 r2 Sweld = 213.8 inA2 Max. Moment at Base = 189.3 kft Max. Moment at Base = 2271 kin Weld Strength Required = 2271 kin 213.8 inA2 Weld Strength Required = 10.62 k/in Base Plate Thickness = 1 in Min. Weld Size (per AISC Table J2.4) = 1/8" Use 8 /16 in fillet weld all around column G.F. = 11.14 k/in > 10.62 k/in OK MOUNTAIN VIEW Page: 5 _ 4'2 ENGINEERING, INC. Job: MVE#120363 Kustom Kanopies, Inc.#7346 Date: 08/01/12 3 Subject: REXBURG TRAVEL CENTER CONOCO By: CRH 345 North Main Brigham City Utah 84302 Phone(435)734-9700 Fax(435)734-9519 UNBALANCED LOADS ON COLUMNS & FOOTINGS P+ Total Dead Load= 10 psf Flat Roof Snow Load = 42.8 psf Roof Live Load (Reduced) = 12 psf Net Unbalanced Wind Uplift= -15.98 psf Max. Beam Tributary Width = 29 ft H+ 111111 Width of Right(Larger) Side= 12 ft -�.- Width of Left(Smaller) Side= 12 ft Column Height= 17.583 ft HALF SNOW FULL SNOW Wind Load H (worst case) = +/- 4.03 k/column NO LIVE FULL LIVE Seismic Load H (worst case, ULT) _ +/- 5.72 k/column FULUNO WIND FULUNO WIND Dead Moment= 0.00 k*ft Balanced Live Moment= 0.00 k*ft (Eltol� Balanced Snow Moment= 0.00 k*ft Balanced Wind Moment(from left)= 0.00 k*ft Balanced Wind Moment(from right) = 0.00 k*ft Unbalanced Live Moment= 25.06 k*ft Equivalent H = 1.42 kips Unbalanced Snow Moment= 44.68 k*ft Equivalent H = 2.54 kips Unb. Wind Moment(from left) = 33.38 k*ft Equivalent H = 1.90 kips Unb. Wind Moment(from right)= -33.38 k*ft Equivalent H = -1.90 kips Total Unbalanced Moment*= 78.06 k*ft = 936.7 k*in (*For Load Combination D + (Lr or S) + W) PURLIN SPAN MODIFICATION FACTOR**: **Applied where, due to purlin span conditions, the max. tributary area does not reflect the actual beam reactions. Modification Factor= 1.00 FOR BALANCED CONDITIONS: -- WIND IS EQUAL IN EACH DIRECTION-- P H M at top M at Base Total M H(for footing) Dead 6.96 k 0.00 k 0.00 kft 0.00 kft 0.00 kft 0.00 k Roof Live 8.35 k 0.00 k 0.00 kft 0.00 kft 0.00 kft 0.00 k Snow 29.79 k 0.00 k 0.00 kft 0.00 kft 0.00 kft 0.00 k Wind Left -11.13 k 4.03 k 0.00 kft 70.95 kft 70.95 kft 4.03 k Wind Right -11.13 k -4.03 k 0.00 kft -70.95 kft -70.95 kft -4.03 k Seismic(ULT) 0.00 k 5.72 k 0.00 kft 100.62 kft 100.62 kft 5.72 k FOR UNBALANCED CONDITIONS: -- WIND LEFT WILL CONTROL (ADDED TO SNOW LOADS)-- P H M at top M at Base Total M H(for footing) Dead 6.96 k 0.00 k 0.00 kft 0.00 kft 0.00 kft 0.00 k Roof Live 4.18 k 0.00 k 25.06 kft 0.00 kft 25.06 kft 1.42 k Snow 22.34 k 0.00 k 44.68 kft 0.00 kft 44.68 kft 2.54 k Wind Left -8.34 k 4.03 k 33.38 kft 70.95 kft 104.32 kft 5.93 k Wind Right -8.34 k -4.03 k -33.38 kft -70.95 kft -104.32 kft -5.93 k Seismic(ULT) 0.00 k 5.72 k 0.00 kft 100.62 kft 100.62 kft 5.72 k 24 / '-0" N / m 0 12'-0" n o`r'o o� oroA D C D Z N rnN to . O 6 x36 IJ!k ii c-,o CD c ILZ r ∎� v v D rte, 0 0 c z z . r , W16x36 L__J C7 v F Z 0 v v,.....m r �r W16x36 - L__J e . e i i - 1 O O ✓ -, W16x36 L__J -vov O W m .'O ti D 9 n I ✓ , W16x36 L_ J c' N ie O 1 O O O Z O K O z •. D ✓ , W16x36 lito 3'-0" I. t 6'-0"t 6'-0" I.6'-0"/ t 3'-0" mvuniaiu yr vv oiUIIIee niy,II�G. I!tie: NW/OLIO-KCAeuNt ,IL) Job# 12U3ti3 345 North Main Street,Suite A Engineer: CRH Brigham City,Utah 84302 Project Desc.: Structural Design of Fueling Canopy N110 Phone:(435)734-9700 Fax:(435)734-9519 ,' 1 k~ �c� r �(s T{12025tfh tpStCOF10 K#7.fi Re liu Printed: I AUG 2012 3 20PM x "foal ter(Rexbtrg,4t)1 6 Ifil }ram Llc # KW 06005073 F--. Description: Middle Purlins Licensee:MOUNTAIN VIEW ENGINEERING,INC. CQDEtEFE?ENCE5 ... . • Calculations per AISC 360-05,ASCE 7-05 Load Combination Set:2009 IBC&ASCE 7-05 i errafitop"e rr=s Analysis Method: Allowable Stress Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined Beam-by-Beam E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2009 IBC &ASCE 7-05 Unbracet Lengths: Span#1,Defined Brace Spacing,First Brace at ft and spaced at 8.0 ft ............._......... . D(0.030)Lr(0.120)S(0.2568)W(-0.1056) s Span=29.0 ft -e. .. W12X19 0254 fleh i . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans D=0.0050, Lr=0.020, S=0.04280, W=-0.01760 ksf, Tributary Width=6.0 ft i� Dg�IG>!1I U1 100. Desi.n OK Maximum Bending Stress Ratio = 0.776: 1 Maximum Shear Stress Ratio= Section used for this span 0.077 : 1 W12X19 Section used for this span W12X19 Mu:Applied 32.143 k-ft Vu:Applied 4.434 k Mn I Omega:Allowable 41.424 k-ft Vn/Omega:Allowable 57.340 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 14.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 1.091 in Ratio= 318 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <240 Max Downward Total Deflection 1.812 in Ratio= 192 Max Upward Total Deflection -0.449 in Ratio= 775 Ove 0510axlmUrrl de#ler;0i6ns„ Unfact ed Loa„ds Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+S 1 1.8116 14.645 0.0000 0.000 ye ca aCt1011s Unfact0red Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.174 .174 D Only 0.710 0.710 k..D Lr Only 1.740 1.740 ` '�Z S Only 3.724 3.724 >(2-% 1 1 3.is k-Lr Lr+S 5.464 II W Only -1.531 t-1.531 '?. j S D+Lr 2.450 D+S 4.434 4.434 - 3.D(P2 W D+W -0.821 -0.821 D+Lr+S 6.174 6.174 D+Lr+W 0.919 0.919 v,crr a iyu,ccnny,nit,. I iti . r\r\f t 040-I-CCh:UM',IU Job# 12U3b3 i 345 North Main Street,Suite A Engineer: CRH Brigham City,Utah 84302 Project Desc.: Structural Design of Fueling Canopy f Phone:(435)734-9700 Fax:(435)734-9519 Printed: 1 AUG2012,324Ptd V t . .'u. Fie 1120251 ta1265001120383 K#7346 Re burg`iTravetiCen ARe brglR 12 661 glsq l� � 0 , ii « s %4 .ii i... . ,i »u a> :ENE0AC ik09 611f tili 1 2T; ; 0,, .Lic.#:KW-06005073 Licensee:MOUNTAIN VIEW ENGINEERING,INC. Description: End Purlins CODE'REE,EJ7ENCES Calculations per AISC 360-05,ASCE 7-05 Load Combination Set:2009 IBC&ASCE 7-05 M teriOt,01 erfies r.: Analysis Method: Allowable Stress Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined Beam-by-Beam E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2009 IBC&ASCE 7-05 n, uOS,'4 d Leng h Span#1,Defined Brace Spacing,First Brace at 0.0 ft and spaced at 8.0 ft Span#2,Defined Brace Spacing, First Brace at 0.0 ft and spaced at 1.333 ft D(0.030)Lr(0.120)S(0.2568)W(-0.1056) i i SPN12190 ft SPO12)1190 ft 14 -, iii:N , Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans D=0.0050, Lr=0.020, S=0.04280, W= 0.01760 ksf, Tributary Width=6.0 ft t Desi+n OK Maximum Bending Stress Ratio = 9 0.585: 1 Maximum Shear Stress Ratio= 0.088 . 1 Section used for this span W12X19 Section used for this span W12X19 Mu:Applied 23.558 k-ft Vu:Applied 5.071 k Mn/Omega:Allowable 40.303 k-ft Vn/Omega:Allowable 57.340 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 12.492ft Location of maximum on span 29.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.722 in Ratio= 481 Max Upward L+Lr+S Deflection -0.344 in Ratio= 766 Max Downward Total Deflection 1.199 in Ratio= 290 Max Upward Total Deflection -0.571 in Ratio= 463 Ouirall lJaitimum Deflectigns Jnfactored Loads ; , Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Dell Location in Span D4.r+S 1 1.1994 13.608 0.0000 0.000 2 0.0000 13.608 D+Lr+S -0.5707 11.000 V did Reactions s,,Lj1nfaptored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5.285 11.745 D Only 0.608 1.351 Lr Only 1,490 3.310 S Only 3.188 7.084 Lr+S 4.678 10.394 W Only -1.311 -2.913 D+Lr 2.097 4.661 D+S 3.796 8.435 D+W -0.703 -1.562 D+Lr+S 5.285 11.745 D+Lr+W 0.787 1.748 rvwumdul view Cnyuieertny,inc. I we: INN*134U-KCAr3UKb,IU JOD$ I ZU3p3 345 North Main Street,Suite A Engineer: CRH 1( Brigham City,Utah 84302 Project Desc.: Structural Design of Fueling Canopy f Phone:(435)734-9700 Fax:(435)734-9519 Printed: I AUG 2012,3:32PM -y ma; ` s ;� r; tt t f$e T(24251 thru 120540112x$63 K1<#7346 Rexburg Tr;ivel Cer�tel�Ru 14-g p1tT2U3$ sjngle`raw,�ac6%. ; tO =;�80-�t,ir, t ` , T , ,.. f 3 u ENERCALC INC 19832012 Build.¢12 727,:V 61227,,27:,;x? s Lie.#:KW-06005073 Licensee:MOUNTAIN VIEW ENGINEERING,INC. Description: Beams COD. REF'E'RE'NGES Calculations per AISC 360-05,ASCE 7-05 Load Combination Set:2009 IBC&ASCE 7-05 Ite'r""fat;Prope)tl4 Analysis Method: Allowable Stress Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined Beam-by-Beam E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2009 IBC&ASCE 7-05 UnbracedtL ng4hs Span#1,Defined Brace Locations, First Brace at 3.0 ft,Second Brace at 9.0 ft,Third Brace at ft D(1.42)Lr3.48)S(7.45)W(-3.06) D(1.42)Lr3.48)S(7.45)W(-3.06) i . , ;�, » Span=12.0 ft W16X36 x Service loads entered.Load Factors will be applied for calculations. ."!�PIIa8�L0d's PP Beam self weight calculated and added to loads Load(s)for Span Number 1 Point Load: D=1.420, Lr=3.480, S=7.450, W=-3.060 k A 3.0 ft Point Load: D=1,420, Lr=3.480, S=7.450, W=-3.060 k A 9.0 ft a OES1G )MM ARY ;ss Design OK Maximum Bending Stress Ratio = 0.683: 1 Maximum Shear Stress Ratio= 0.194 : 1 Section used for this span W1 6X36 Section used for this span W1 6X36 Mu:Applied 109.038 k-ft Vu:Applied 18.173 k Mn/Omega:Allowable 159.681 k-ft Vn/Omega:Allowable 93.810 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 0.000ft Location of maximum on span 0.000 ft • Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.409 in Ratio= 704 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.690 in Ratio= 417 Max Upward Total Deflection -0.168 in Ratio= 1715 , Qvere1IhMaximum De#leofiofts r Unfactgred Loads ,„ ... Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D+1r+S 1 0.6902 12.000 0.0000 0.000 Veif lcal Reactions Unfactored, , _ Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 25.133 D Only 3.273 Lr Only 6.960 S Only 14.900 Lr+S 21.860 W Only -6.120 D+Lr 10.233 D+S 18.173 D+W -2.847 D+Lr+S 25.133 D+Lr+W 4.113 rr u,yu,ccnnyr n w• I RIG. r\Mt/OYU-RLAQur ,IL/ JUU M I LUJOJ i 345 North Main Street,Suite A Engineer: CRH Brigham City,Utah 84302 Project Desc.: Structural Design of Fueling Canopy f Phone:(435)734-9700 Fax:(435)734-9519 g c�`I1 ' Jt� :'` IJ ,lg g � F la T 1`t¢51 120 90I1 13631�K#:04,,,,6,,,00,ur T aiel ntec f ,, „Oi I Printed:363 12152 4»PM Lic.#:KW-06005073 Licensee:MOUNTAIN VIEW ENGINEERING,INC. Description: Columns(Balanced Loads) :fie Ewe Nerencs „ Calculations per AISC 360-05,ASCE 7-05 Load Combinations Used :2009 IBC&ASCE 7-05 .0enero1ilnforrrtation F Steel Section Name: P16x0.25 Overall Column Height 17.583 ft Analysis Method: Allowable Stress Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy:Steel Yield 35.0 ksi Brace condition for deflection(buckling)along columns: E:Elastic Bending Modulus 29,000.0 ksi X-X(width)axis:Unbraced Length for X-X Axis buckling=17.583 ft,K=2.1 Load Combination: 2009 IBC&ASCE 7-05 Y-Y(depth)axis:Unbraced Length for X-X Axis buckling=17.583 ft,K=2.1 ' S., 47:4., Service loads entered.Load Factors will be applied for calculations. AXIAL LOADS... Axial Load at 17,583 ft,D=6.960,LR=8.350,S=29.790,W=-11.130 k BENDING LOADS... Lat.Point Load at 18.083 ft creating Mx-x,W=4.030,E=5.720 k Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7940 :1 Maximum SERVICE Load Reactions.. Load Combination +0.60D+W+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial -6.954 k Bottom along Y-Y 5.720 k Pn/Omega:Allowable 196.463 k Ma-x:Applied 70.859 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 91.278 k-ft Along Y-Y 1.468 in at 17.583ft above base Ma-y:Applied 0.0 k-ft for load combination:E Only Mn-y I Omega:Allowable 91.278 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.05039 :1 Load Combination +D+W+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 4.030 k Vn/Omega:Allowable 79.982 k '"Maxtm'm Ueflec ions far Lo_r>ld Combinaaions,,,UitfactoredkLoadse, Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 1.034 in 17.583 ft E Only 0.0000 in 0.000 ft 1.468 in 17.583 ft D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 1.034 in 17.583 ft D+Lr+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+Lr+W 0.0000 in 0.000 ft 1.034 in 17.583 ft D+E 0.0000 in 0.000 ft 1.468 in 17.583 ft D+Lr+E 0.0000 in 0.000 ft 1.453 in 17.465 ft IvWu,to,, VOW ulylllG0111I ,Il w. I MG I\l\ttl OYU-I\L\UUIW. ,IU JUU ft ILUJUJ 345 North Main Street,Suite A Engineer: CRH Brigham City,Utah 84302 Project Desc.: Structural Design of Fueling Canopy f Phone:(435)734-9700 Fax:(435)734-9519 ' Printed: I AUG 2012,3:58PM File Ti120,261 thru 1205001120363:.W345104burgfiraveknterz(I exburg,J„42 �stri r 64 BUila 61 r8�1 �27 Lie.#:KW-06005073 Licensee:MOUNTAIN VIEW ENGINEERING,INC. Description: Columns(Unbalanced Loads) Code References Calculations per AISC 360-05,ASCE 7-05 Load Combinations Used :2009 IBC&ASCE 7-05 Generallnforrrtatidn, „ Steel Section Name: P16x0.25 Overall Column Height 17.583 ft Analysis Method: Allowable Stress Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy:Steel Yield 35.0 ksi Brace condition for deflection(buckling)along columns: E:Elastic Bending Modulus 29,000.0 ksi X-X(width)axis:Unbraced Length for X-X Axis buckling=18.0830 ft,K=2.1 Load Combination: 2009 IBC&ASCE 7-05 Y-Y(depth)axis:Unbraced Length for X-X Axis buckling=18.0830 ft,K=2.1 sp(7�Id paCg Service loads entered. Load Factors will be applied for calculations. AXIAL LOADS... Axial Load at 17.583 ft,D=6.960,LR=4.180,S=22.340,W=-11.110 k BENDING LOADS... Lat.Point Load at 17.583 ft creating Mx-x,W=4.030,E=5.720 k Moment acting about X-X axis,LR=25.060,S=44.680,W=33.380 k-ft r.VD .J! N SUMM Ot;it 3 Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7893 :1 Maximum SERVICE Load Reactions.. Load Combination +D+0.70E+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 6.960 k Bottom along Y-Y 5.720 k Pn/Omega:Allowable 193.033 k Ma-x:Applied -70.402 k-ft Maximum SERVICE Load Deflections... Mn-x I Omega:Allowable 91.278 k-ft Along Y-Y -1.524 in at 17.583ft above base May:Applied 0.0 k-ft for load combination:D+Lr+S Mn-y/Omega:Allowable 91.278 k-ft Along X-X 0.0 in at 0.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.05039 :1 Load Combination +D+W+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 4.030 k Vn/Omega:Allowable 79.982 k I�az Xti i�l efleotions for Load Combinations, (Jd actored;Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft -0.548 in 17.583 ft S Only 0.0000 in 0.000 ft -0.976 in 17.583 ft W Only 0.0000 in 0.000 ft 0.305 in 17.583 ft E Only 0.0000 in 0.000 ft 1.468 in 17.583 ft D+Lr 0.0000 in 0.000 ft -0.548 in 17.583 ft D+S 0.0000 in 0.000 ft -0.976 in 17.583 ft D+W 0.0000 in 0.000 ft 0.305 in 17.583 ft D+Lr+S 0.0000 in 0.000 ft -1.524 in 17.583 ft D+Lr+W 0.0000 in 0.000 ft -0.243 in 17.583 ft D+E 0.0000 in 0.000 ft 1.468 in 17.583 ft D+Lr+E 0.0000 in 0.000 ft 0.913 in 17.465 ft Mountain View Engineering,Inc. Title: KK#7346-REXBURG,ID Job# 120363 345 North Main Street,Suite A Engineer: CRH �' Brigham City,Utah 84302 Project Desc.: Structural Design of Fueling Canopy f Phone:(435)734-9700 ( Fax:(435)734-9519 ` Printed:2 AUG 2012,4:05PM ' ' File:T:1120251thru1205001120363KK#7346 Rexburg Travel Center(Rexburg,ID)\120363 single row.e06 Pole FOOt•1g EfbeGCl @C11 S II ENERCALC,INC.INC.1983.2012,Build:6.12.7.27,Ver:6!12.7.27 Lic.lt:KW-06005073 Licensee:MOUNTAIN VIEW ENGINEERING,INC Description: Footing Embedment Depth Code References Calculations per,ASCE 7-05 Load Combinations Used :2009 IBC&ASCE 7-05 General Information' Pole Footing Shape Rectangular Footing Width 48.0 in Calculate Min.Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive 200.0 pcf Max Passive 3,000.0 psf Controlling Values Governing Load Combination: +D+0.750L+0.750S+0.750W+H Lateral Load 3.023 k • Moment 111.690 k-ft Restraint @ Ground Surface • Pressure at Depth s 5i; . • Actual 1,496.24 psf • Allowable 1,500.0 psf Surface Retraint Force 34,667.9 lbs • r, Mmrmum egtjtredl)eplh _ ,. '7 50� rI Footing Base Area 16.0 ft"2 Ii Maximum Soil Pressure 1.831 ksf Fodnp W'W1..0'-0' Applied Loads Lateral Concentrated Load Lateral Distributed Load Applied Moment Vertical Load D:Dead Load k k/ft k-ft 6.960 k Lr:Roof Live k k/ft 25.060 k-ft 4.180 k L:Live k k/ft k-ft k S:Snow k k/ft 44.680 k-ft 22.340 k W:Wind 4.030 k k/ft 33.380 k-ft k E:Earthquake 5.720 k k/ft k-ft k H:Lateral Earth k k/ft k-ft k Load distance above TOP of Load above ground surface ground surface 17.583 ft ft BOTTOM of Load above ground surface ft Load Combination Results /W� 174 !Forc_es @ Ground Surfao Required r1Pressure t Depp1 Sod Increase v Load Corr t1.0on S Lows ti Moments'(ft k} Depth ft} 'Actual l Atlow (ps 'SFactor =>,F :�....._ . .:,�. ..�_ray.... . .��,�t , < .�.. ..,..j�� ...� :.e _a���, . ..,t,� ; ...�.,. ���. ..�.,rt� fl �., .�.. +D+Lr+H 0.000 25.060 4.63 882.8 925.0 1.000 +D+S+H 0.000 44.680 5.63 1,064.1 1,125.0 1.000 +D+0.750Lr+0.750L+H 0.000 18.795 4.25 784.1 850.0 1.000 +D+0.750L+0.750S+H 0.000 33.510 5.13 961.4 1,025.0 1.000 ' +D+W+H 4.030 104.239 7.38 1,444.2 1,475.0 1.000 +D+0.70E+H 4.004 70.402 6.50 1,255.7 1,300.0 1.000 +D+0.750Lr+0.750L+0.750W+H 3.023 96.975 7.25 1,390.2 1,450.0 1.000 +D+0.750L+0.7505+0.750W+H 3.023 111.690 7.50 1,496.2 1,500.0 1.000 +D+0.750Lr+0.750L+0.5250E+H 3.003 71.597 6.50 1,277.0 1,300.0 1.000 MOUNTAIN VIEW Page: 13 ENGINEERING INC. Job: MVE#120363 Kustom Kanopies, Inc.#7346 Date: 08/01/12 345 North Main Brigham City Utah 84302 Subject: REXBURG TRAVEL CENTER CONOCO By: CRH Phone(435)734-9700 Fax(435)734-9519 Building Descr: 24'x167' FUELING CANOPY Location: Rexburg, Idaho BASEPLATE CALCULATIONS **Unbalanced Conditions Control COLUMN BASE REACTIONS Axial(P, kips) Shear(V, kips) Moment(M, kip*ft) Dead Load (D) 6.96 0 0 Roof Live Load (Lr) 4.18 0 25.06 Snow Load (S) 22.34 0 44.68 Wind Load (W) -8.34 4.03 104.32 Seismic Load (E, ult) 0 7.15 125.78 ASCE 7-05 LOAD COMBINATIONS(LRFD) P(kips) V(kips) M(kip*ft) 1. 1.2D+ 1.6(Lr or S) + 0.81 1. 37.42 3.23 154.94 2. 1.2D+ 1.6W+ 0.5(Lr or S) 2. 6.18 6.46 189.25 CONTROLS 3. 1.2D+ 1.0E+ 0.2S 3. 12.82 7.15 134.71 4. 0.9D+ 1.6W 4. -7.08 6.46 166.91 5. 0.9D+ 1.0E 5. 6.26 7.15 125.78 CONTROLLING LOADS P= 6.18 kips V= 6.46 ; kips M= 189.25 kipft Anchor Rod Diameter= 1.25 in ASE= 0.969 in Total Number of Anchor Rods= 8 SDC = D Number of Anchor Rods in Tension= 5 fc= 5000 psi (for grout) Number of Anchor Rods in Shear= 8 For Baseplate, Fy= 36 ksi For F1554-36 Anchors, Futa = 58 ksi Baseplate Dimensions: N = 24 in B = 24 in Anchor Rows: 3 anchors @ d = 20 in d'= 16 in 2 anchors @ d = 10 in 0 anchors @ d = 0 in Distance of Anchors from Plate Edge= 2 in Tension on Each Anchor= 28.39 kips From AISC 13th Edition: (DB= 0.9 Shear on Each Anchor= 0.81 kips Column Outisde Dimension = 16 in Round or Square? round Side Bending Moment Arm = 2 in Corner Bending Moment Arm = 6.14 in Side Bending Moment in Plate= 170.33 kip*in Corner Bending Moment in Plate= 174.36 kip*in Bending Plane (Wplate) = 24 in Bending Plane(W plate)= 17.941 in Plate Thickness Required = ! 4* M 0.5 = 1.095 inches Use 1.25 inch thick plate Fy*Wplate *(1)13 THEREFORE, 1.25 in. x 24 in. x 24 in. BASEPLATE IS OK � MOUNTAIN VIEW Page: 14 Job: MVE#120363 Kustom Kanopies, Inc.#7346 Date: 08/02/12 ENGINEERING, INC. Subject: REXBURG TRAVEL CENTER CONOCO By: CRH VE f 345 North Main Brigham City Utah 84302 Phone(435)734-9700 Fax(435)734-9519 Description: 24'x167' FUELING CANOPY Location: Rexburg, Idaho ANCHOR ROD GROUP CHECK (per ACI 318 Appendix D, headed anchors) Tensile Force on Anchors(NU)= 141.94 kips Side-face Blowout of Anchors in Tension Shear Force on Anchors(Vu)= 6.46 kips cal <0.4 hEF? NO SIDE-FACE BLOWOUT Seismic Design Category= D si <6ca1 ? YES WILL NOT CONTROL Number of Anchors(n)= 8 cat<3cai ? YES R= 0.5 Number of Anchors in Tension(n)= 5 N5b= 160caIABRG°5fCU5R = 122.41 kips Anchor Diameter(do)= 1.25 in ASE= 0.969 inA2 Anchor Spacing Perpendicular to Load (s1)= 16 in Therefore, Nsbg=(l+so/6cai)Nsb = 142.81 kips Anchor Spacing Parallel to Load (52)= 16 in Spacing of outer Anchors(so)= 16 in Concrete Breakout Strength of Anchors in Shear Embedment Depth(hEF)= 25 in Ave= 1152 inA2 Av.. =4.5(cai)2= 1152 inA2 Yield Strength of Anchors(Fy)= 36 ksi Tensile Strength of Anchors(Fua)= 58 ksi '1'ec,v = 1/(1+2e'v/3cai)<= 1.0 `P ec,V = 1.000 Edge Distance in Load Direction(cal)= 16 in cat>= 1.5ca1 ? NO Tao, = 0.900 Edge Distance Perpendicular to Load(ca)= 16 in Cracking at Service Loads? YES `Pc,v = 1.200 Concrete Strength(fc)= 2500 psi Axial Eccentricity(e'N)= 8 in Vb = 7(LJdn)°.2dr°5f c°sc,,1 5 = 37.96 kips Shear Eccentricity(e'v)= 0 in Steel Strength of Anchors in Tension Vcbg = Avcc 'l'ec,V'l'ed,V'I'e,VVb = 41.00 kips Nsa= nASEFuta = 281.01 kips Therefore, VCBG = 41.00 kips Concrete Breakout Strength of Anchors in Tension ANC= 2304 inA2 ANeo =9hef= 5625 inA2 Steel Strength of Anchors in Shear Built-up grout pads used? YES "ecN = 1/(1+2e'NI3hEF)<= 1.0 "ecN = 0.824 ca(min.)<I.ShEF ? YES 'F'ed.N = 0.828 Vs = 0.6nASEFuIa = 215.82 kips Cracking at Service Loads? YES kl'c,N = 1.000 Headed anchors used,therefore 'Pcn.N = 1.000 Concrete Pryout Strength of Anchors in Shear hEF>= 11 in.? YES kc = 16 hEF= 25 in Therefore,kcp= 2 X = 1.66667 Nb = ke fro shFFx = 171.00 kips VCPG = kcPNCBG = 95.59 kips Ncbg = A Nc `1 ec,N`l'ed,N I c,N I cp,NNb = 47.80 kips Nco Anchor rods are tied into the footings with rebar cages, ANCHOR ROD GROUP CAPACITY so concrete breakout will be limited by the tensile strength Tensile Strength Reduction Factor(4:1))= 0.75 of the rebar verticals in the cage. Shear Strength Reduction Factor(0)= 0.75 Number of Verticals= 12 Size of rebar= # 5 Tensile strength of the reinforcement= 223.2 kips(ULT) ALLOW.TENSION(FNN)= 167.40 kips> 142 kips OK ALLOW.SHEAR(DVN)= 30.75 kips> 6.46 kips OK Therefore, NCBG = 223.20 kips Pullout Strength of Anchors in Tension CHECK SHEAR/TENSION INTERACTION ABRG= 3.658 inA2 FOR 3/16"PLATE WASHER NUA>0.2CDNN? YES kips . YES UNITY CHECK REQUIRED Np= 8ABRGfC = 73.16 ki P V UA>0.2�VN Cracking at Service Loads? YES = I N VUA P ANN + �VN = 1.06 < 1.20 OK NpN(group)= n'Ye pNp = 365.80 kips MOUNTAIN VIEW ENGINEERING, INC. \\� Job 1$14';( ? KUS'rOM VA-NIoPLES Page IC MOUNTAIN VIEW Subject Vie--4- 73 Date 6-1-1 7-- BUILDING SYSTEMS, INC. 345 No.Main,Suite A • Brigham City,Utah 84302 By c•12.N Phone(435)734-9700 • Fax(435)734-9519 Websites: www.mvengr.net•www.mvbldgsys.net -BOL-T G/i-P Pt-ft-TE DE s I 1 Ni UNII3ALAI4CED Mo,v(E'(T = 13(e.-1 • WELD D>rSIL,N v T RER-TLK6 i 1tE WELD As A LINE X sX we.b = TT r 91 9. I = 213. 8 21 ) R,17z" I 2u WELD 5T12E14 R-ED`D - 5G.7 = o kA, 311 J I r '2.43-8 1112 I% , u 5/f(9 Y I I i � :. USE E-?axx FL 4( n) I • Boll" DEsIc N T6otz - ( 13(t 7 101 = � ( V 12-T s/100 /100 44 (4 bolts X -23 I') USE (SAV AO -Ts (6.F. = Wbc14-) • PLATE DEs1.6N MP = (3`/I 0(4 6o(k)( IO t90 k/ D -) = 132.3( kiln r�,d (c�.,0032-�- ki,1 1/2 — I i i0 (310 ki)( h ") t $ In :. ()SE VI- "x to "x30 " GAP PLATE 12 00355 South Exit Car Wash 08/13/2012 (XB URC ,,v%00,71, e4'SH EO Routing: Building Review Done NA ✓/ _ Jon Berry (Please review by Tuesday, August 14) AP REV - Current Status Please complete the following: Done NA - Review Plans !� Red Line Notes? (Transfer notes to both job site copy & office copy) V - Enter Notes for the applicant under Submittals 1-v - Update status in the Approvals tab - Return building plans and this checklist to Amanda Saurey Notes: oK 3. 12 00355 South Exit Car Wash 08/14/2012 Routing: o — U' w Done NA e`'s N E D John Millar Please check the following and provide calculations with required fees: Yes NA K Sewer Hookup Fees Water Hookup Fees - Impact Fees I Return checklist to Amanda Saurey Notes: