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Home My WebLink About2450 W Hwy 101 - BuildingApplication Number Application pin number Property Address ASSESSOR PARCEL NUMBER Tenant nbr name Application type description Subdivision Name Property Use Property Zoning Application valuation Application desc BILLBOARD SIGN Qty Unit Charge Per Special Notes and Comments October 9 2008 10 07 49 AM sroberds Billboard sign is permitted per CUP 07 09 Other Fees Fee summary Date Permit Fee Total Plan Check Total Other Fee Total Grand Total CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY ECONOMIC DEVELOPMENT BUILDING DIVISION 321 EAST 5TH STREET PORT ANGELES WA 98362 Pri e T:FormsBuilding Division/Building Permit 08 00001216 732544 2450 W HWY 101 06 30 07 3 3 9030 0000 PAUL ROBERTSON COMM NEW CONST INDUSTRIAL HEAVY 35000 Owner Contractor PAUL R ROBERTSON KLN MEDIA LLC PMB 358 2228 LOWELL PL 136 E 8TH ST ENUMCLAW PORT ANGELES WA 98362 (253) 653 5376 (360) 460 3865 Structure Information 000 000 NEW BILLBOARD SIGN Permit BUILDING PERMIT COMMERCIAL Additional desc NEW BILLBOARD SIGN Permit pin number 140467 Permit Fee 403 75 Plan Check Fee 337 19 Issue Date 2/12/09 Valuation 35000 Expiration Date 8/11/09 BASE FEE 10 00 10 1000 THOU BL -25 001 50K (10 10 PER K) Charged Paid Credited STATE SURCHARGE 4 50 403 75 403 75 00 00 337 19 337 19 00 00 4 50 4 50 00 00 745 44 745 44 00 00 Separate Permits are required for electrical work, SEPA, Shoreline, ESA, utilities, private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days, if construction or work is suspended or abandoned for a period of 180 days after the work has commenced. or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. 2 ie l e l Due Signature of Contrac r Authorized Date 2/12/09 WA 98022 Extension 302 75 101 00 l� riarttire of)vner (if owner is builder) BUILDING PERMIT INSPECTION RECORD Q 04 PLEASE PROVIDE A MINIMUM 24 -HOUR NOTICE FOR INSPECTIONS Building Inspections 417 4815 Electrical Inspections 417 4735 Public Works Utilities 417 4831 Backflow Prevention Inspections 417 4886 6- IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED POST PERMIT IN CONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION Footings Stemwall Foundation Drainage Downspouts Piers Post Holes (Pole Bldgs.) PLUMBING Under Floor Slab Rough -In Water Line (Meter to Bldg) Gas Line Back Flow Water AIR SEAL. Walls Ceiling FRAMING Joists Girders Under Floor Shear Wall Hold Downs Walls Roof Ceiling Drywall (Interior Braced Panel Only) T -Bar INSULATION: Slab Wall Floor Ceiling MECHANICAL. Heat Pump Furnace FAU Ducts Rough -In Gas Line Wood Stove Pellet Chimney Commercial Hood Ducts MANUFACTURED HOMES Footing Slab Blocking Hold Downs Skirting PLANNING DEPT Separate Permit #s SEPA. Parking Lighting ESA. Landscaping 1 SHORELINE. Inspection Type Electrical 417 -4735 Construction R.W PW Engineering 417 -4831 Fire 417 -4653 Planning 417 -4750 Building 417 -4815 T:Forms /Building Division /Building Permit FINAL Date Accepted by FINAL Date Accepted by FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/ USE Date Accepted By 1re-i Ii-1`11-lo Application Number Application pin number Property Address ASSESSOR PARCEL NUMBER Tenant nbr name Application type description Subdivision Name Property Use Property Zoning UNKNOWN Application valuation 35000 Application desc BILLBOARD SIGN Owner PAUL R ROBERTSON PMB 358 136 E 8TH ST PORT ANGELES (360) 460 3865 Permit Additional desc Permit pin number Permit Fee Issue Date Expiration Date CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION 321 EAST 5TH STREET PORT ANGELES, WA 98362 WA 98362 SIGN FREE STANDING BILLBOARD SIGN 135178 115 00 10/09/08 Valuation 4/07/09 Qty Unit Charge Per 1 00 115 0000 PER S SIGN FREE OR PROJ 25+ Special Notes and Comments October 9 2008 10 07 49 AM sroberds Billboard sign is permitted per CUP 07 09 Fee summary 08 00001216 732544 2450 W HWY 101 06 30 07 3 3 9030 0000 PAUL ROBERTSON SIGNS Contractor KLN MEDIA LLC 2228 LOWELL PL ENUMCLAW (253) 653 5376 Plan Check Fee Charged Paid Credited Permit Fee Total 115 00 115 00 00 Plan Check Total 00 00 00 Grand Total 115 00 115 00 00 T.Forms /Building Division/Building Permit Date 10/09/08 WA 98022 Due 00 00 00 to /1/0 g— ��el /64 Q�te Print Name S ure of C ntrcgt or A15horized Agent 00 35000 Extension 115 00 Separate Permits are required for electrical work, SEPA, Shoreline ESA, utilities private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days if construction or work is suspended or abandoned for a. period of 180 days after the work has commenced or if required inspections have not been requested within 180 days from the last inspection I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Signature of Owner (if owner is builder) BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24 -HOUR NOTICE FOR INSPECTIONS Building Inspections 417 4815 Electrical Inspections 417 4735 Public Works Utilities 417 4807 Backflow Prevention Inspections 417 4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED POST PERMIT IN CONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION Footings Stemwall Foundation Drainage Downspouts Piers Post Holes (Pole Bldgs PLUMBING Under Floor /Slab Rough -In Water Lirie,(Meter to Bldg) Gas Line Back,Flow Water FINAL Date: Accepted by AIR SEAL. Walls Ceiling FRAMING Joists Girders Shear Wall Hold Downs Walls Roof Ceiling Drywall (Interior Braced Panel Only) T -Bar INSULATION: Slab Wall Floor Ceiling MECHANICAL. Heat Pump Furnace Ducts Gas Line Wood Stove Pellet Chimney Commercial Hood Ducts I FINAL Date: Accepted by MANUFACTURED HOMES Footing Slab Blocking Hold Downs Skirting PLANNING DEPT Separate Permit #s SEPA. Parking Lighting I ESA. Landscaping SHORELINE. FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/ USE RESIDENTIAL DATE Accepted By Commercial Date Accepted By Electrical 417 4735 1 1 I Electrical 1 I T Forms /Building Division /Building Permit Construction R.W Construction R:W r-� PW Engineering 417 -4807 PW Engineering Fire 417 -4653 I 1 I Fire 1 Planning 417 -4750 I I IPlannina I I Building 417 -4815 I 1 'Building I I PREPARED 1/16/09 9 27 26 CITY OF PORT ANGELES PLAN CHECK FEES BUILDING PERMIT COMMERCIAL STATE SURCHARGE TOTAL DUE Gno APPLICATION NUMBER 08- 00001216 2450 W HWY 101 FEE DESCRIPTION AMOUNT DUE 337 19 403 75 4 50 745 44 Please present this receipt to the cashier with full payment oL ain tie_ kre_ a, c l I 00 as a s GY1 form t-}- -e.i ssue as Ca�rnvner�� U-� s re Valuct+i Y, 1 .k) c∎ ,noi Perm i 5 7 S f I 6Jv c-k ec-K 337 11 Surma U e✓ PAYMENTS DUE RECEIPT PROGRAM BP820L l5 a 1) 5,' 1 Edit Narrative SUNGARD'WJBLIC SE TOR MTE Na iU Cancel Application number, type: 08 00001216 COMM NEW CONST Property address: 2450WHWY101 January 15, 2009 4 43 15 PM 1pangrle PER SUE R. CALCULATE WHAT THE PERMIT FEES WOULD BE FOR NEW COMMERCIAL CONSTRUCTION ON A $35,000 00 PROJECT THE FEES ARE 0518 75 FOR THE BLDG PERMIT, 0337'19 FOR PLAN REVIEW, AND $4' 50 FOR THE STATE SURCHARGE, TOTALING $860 44 SHE SAID TO DEDUCT THE 0115 00 .THAT HE ALREADY PAID WHEN THIS. PERMIT WAS INITIALLY ISSUED AS A SIGN PERMIT THE .AMOUNT THAT HE WILL CURRENTLY OWE THEN BECOMES 4745 44 Spell check -Time stamp LA 2 L 1/9/2009�Sue Roberds 2450 Highway 101 West From Sue Roberds To infor @icongroupe.com Subject: 2450 Highway 101 West Dear Dan. Any questions, let me know Good news! In preparing the staff report, which, by the way I nearly got done before I found the following Section 17 96 070(D) PAMC Permits Void After One Year All conditional or unclassified use permits shall become void one year from the date of granting such permits if use of the land or buildings or applying for necessary building permits(s) has not taken place in accordance with the provisions in granting said requests The last portion of that sentence having to do with building permits was added within the past few years, and so far we haven't had a need for such an extension. So no one remembered its existence. Just goes to show you have to continually read and re read even after 25 years of writing the ordinances! So you have a valid building permit, and there is no need to renew at this time. One think I did notice in doing the staff report was that I didn't have authorization from the property owner to renew although I assume you checked with him before asking. I don't want to revoke your building permit at this time because that invalidates your extension So, just remember that, prior to building you need to get a valid permit. I'II put information that the building permit is simply suspended, meaning that it is semi active but needs attention. Page711 [1/2/2009) Sue Roberds permit note From 'Dan Tefft' <dtefft @icongroupe.com> To <Sroberds @cityofpa.us> Date 1/1/2009 12.53 PM Subject: permit note Hi Sue. Happy New Year!!! Thank you for the note on the application We do plan to move forward with the project and I've forwarded your note to Frank Podany as far as the permit costs are concerned. He's been out of town and I haven't heard back from him yet. As this is my first project for the iconGroupe I am very excited to see it through to the finish I'm hoping to find a local Port Angeles business owner to lease the paid side as soon as it's completed Enjoy the day Dan Dan Tefft Business Development iconGroupe phone- 360 860 0290 fax 206 686 6543 dtefft @icongroupe com www icongroupe com Page_1) 0 09 Applicant or Agent e r 1 r o vk. &ra u p e Property Owner Alta c 1 R o b e r fi.t or. Property Owner's Address 264 3T? 116 East Contractor /Engineer L N LL C Contractor /Engineer's Address 222.k Lo w PL E 1 A W A License /A L NNI Cm 9 3o 4 Expires 9/A9/zoo'? E -mail PROJECT ADDRESS 2 `lSQ to i'-E v., ,v 10 Port Anye /es WO Parcel Number 0 63'0 0 7,73 90 301 p Lot 3 3,3 21/Zoning .i H Floor Areas Basement 1 Floor 2 Floor 3 Floor Garage Carport Covered Porch Deck Shed Other BUILDING PERMIT CITY OF PORT ANGELES Attn: Building Permit Technician 321 E. Fifth St. Port Angeles, WA 98362 (360) 417 -4815 fax (360) 417-4711 Proiect Tope 8 Brief Description: Check all that apply X New Construction Addition Remodel Repair Re -roof Demolition Heat System ti Other Residential X Commercial ICI X3o `(Felt F .13 S■ah" R Heat pump wood burning stove gas fireplace pellet stove F?c1 vPr t LS ?I 5, h Existing (sq. ft) (posed (sq. ft.) Total footprint of structures sq. ft. T Lot size Max. height of proposed structures 3 S ft. Occupancy group Will a lawn sprinkler system be installed? Occupant load Will a fire sprinkler system be installed? Construction type APPLICATION Print in ink For City U e Only Date Received 9 Z3 —OR /P /Permit l30 2j Date Approved /O /1./r Pot r Phone 34o. moo. 0 2 40 Phone ?o. q60. 3 k6 S A eles 4%/i9. 9k Phone 253.1 sN,r3 76 9 ko 2.2- Multi family 300 s4 f v other per sq. ft. Industrial TOTAL VALUATION 33 000 sq. ft. Lot coverage of bedrooms of full baths of half baths I have read and completed this application and know it to be true and correct. 1 am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required, and to obtain permits prior to working on projects. Date_03 /0 8 Print Name Da h e Signature S I; r 17, "1 [._,'.^=1 t 0 4 614r (2_ CAlvtrikoN RP 5.34 zet 6k s icoNGRo upkr zqsc vi hiwps'ior 14,4/} 01 Id, sit. 2.0 CRIIIERox RD 1.3 Us 4. 40' 6 COLUMN_Z LADDER §g 5' -0.0 0 ELEVATION SCALE 1/ 4'.=.1' -0' —LOWER MAINTENANCE PLATFORM COLUMN PIPE (SEE TABLE) SLOPE CONC. AWAY FROM COL. 1=1 1=1 I 1=1 I r 11 11 3C-0" 3 EQ. SPACES LOWER MAINTENANCE PLATFORM IjJ hi 0 00 ce hi L7_ 1 STF L3x3x1/4 B/S3.1 SIGN 5 53.1 CPP UPRIGHT, TYP Q TORSION 0 REAR LADDER STRUCTURAL CALCULATIONS PREPARED FOR ICONGROUPE FOR 10' X 30' FULL FLAG SIGN PORT ANGELES, WA CITY OF PORT ANGELES Construction Plans The Issuance of this permit based upon these plans, specifi- cations and other data shall not prevent the building official from thereafter requiring the correction of errors in said plans specifications and other data, or from preventing building operations being carried on thereunder when in violation of all codes and ordinances of this Jun ion. i Approval Date By PRO3ECT NUMBER. DATE PRO3ECT MANAGER. Stark Foundation LLC 6102 NE 35 Circle Vancouver, WA 98661 SF026 AUGUST 17, 2007 Daniel Stark, P E Stark Foundation LLC was retained in a limited capacity for this project. Design is based upon information provided by the Client, who is solely responsible for accuracy of the same. No responsibility and /or liability is assumed by or is to be assigned to Stark Foundation LLC for Items beyond what is shown within the attached calculations. Design Criteria Code(s): International Building Code (IBC) 2003 ASCE 7 -02 Materials: Design Loads: u Icongroupe Signs Designed by NDS W G 10' -6" x 36" Full Flag /Center Mount 10' -0" x 30" Full Flag /Center Mount Checked by d Page. 1 of 12 Job SF026 Steel: ASTM A572 Concrete: r 3000 psi Cia 28 days F 50 ksi (Caics based on r 2,500 psi; SI not required.) Pipe Sections: ASTM 538, A252 GR, or API -5LX Rebar ASTM A615 Grade 60 F 35 ksi (minimum) F 60 ksi Welding Rods: ASTM E -70 F 70 ksl Bolts: A307 A325 "N" F 20 ksi F 44 ksl F 10 ksi F 21 ksi Dead: Sign Face Weight 2.5 psf Grating 2.0 psf Trivislon 6000 lbs/face Live: Maintenance Platforms 20 psf or (4) 200 lb point load at any location Design Wind Pressure: Wind: Exposure C Importance Factor, I 0.87 Category I Wind Speed, V 100 mph k 1.0 Gust Effect Factor, G a 0.881 (see attached calculation) k 0,85 C 1.2 ASCE 7 -02; Figure 6 -20 Sign Height, h, 90 It where: p q,GCr q 0.00256 lc, k kd V Wind Pressure, p,. Wind Speed (mph) I 85 90 100 105 110 120 I 125 130 140 145 150 q'(PSf) I 27.26 15.33 18.93 20.87 22.91 27.26 I 29.58 31.99 37.11 39.80 42 60 15 0.85 1.. 30 .3.79 17.02 18.76 20 59 24 51 16.59 28.'6 33.36 35.78 38.29 20 0.90 13.0.. 14.60 18.02 19.87 '1 81 25.95 28.16 30 45 35.32 3 40.55 25 0.94 13.60 c5.25 18.82 20.75 22 7' 2 10 29.41 31.81 36.89 39.57 42.35 30 0.98 1418 15.89 19.62 1.63 23.74 28.26 30.66 33.16 38.46 4126 44.15 40 1.04 15.05 16.87 20.82 22.96 25.70 29.99 3:..54 35.19 40.81 4 '8 46.85 50 1.09 15.77 1 68 <1.83 24.06 26.41 31 43 34.10 36.88 42 78 45.89 49.11 60 1.13 16.35 '8. '3 2:..63 24.95 27.38 32 58 35.35 38.24 44.35 4. 57 50.91 70 1.17 16 93 18.98 23.43 25.83 29.35 33.73 76.60 39.59 45.92 49.26 5'2.'1 80 1.21 1 19.62 24.23 26.71 29.32 34.89 37.86 40.95 47 49 50.94 54.51 90 1.24 17 94 10 11 24.83 7 7.37 30.04 35.7'" 38.79 41 96 .15.66 5.1 20 55.96 100 1.26 18 3 20.44 '5._3 .30.53 36.33 39 42 42.64 49.45 52 04 56 77 120 1.31 18.95 2 'c 26. "8.92 31 7 4 37 77 40.98 44 33 51 41 55.15 59.02 Therefore: p 24.87 psf Factored Wind Pressure, p'. s 32 psf Structure Criteria: Size or Sign: 12x30 Sign Type: Full Flag Max. Cladding/Column Width, rya. hy,5"A W51swLL hro" Soil: Allow Lateral Bearing Pressure 200 psf /ft (IBC Table 1804.2) Design Load Combo D L wW w- 1.3 12 ft Spread: 0 30 ft (V- Build, Back -to -Back, or Single Face) 30 ft HALL. 175 1461 t (Height Above Ground Level) 2 ft Date 06- Aug -07 Gust Effect Factor Eq. 6-13 Eq. 6 -7 Eq. 6 -12 Eq. 6 -11 Eq. 6 -10 B 30 ft Horizontal Dim normal to wind L 25 ft Horizontal Dim parrellel to wind h 75 ft Height of main column h1 12 ft Height of sign h 81 ft Mean roof height or structure height z 48.6 ft 0.6xh V 100 mph Basic wind speed n1 0.4 Hz Building natural frequency Table 6 -2: Terrain Exposure Coefficients 1 Exo I a Z, (4) a^ b^ n h c I (ft) 1 Z..,,, (ft) B 7.0 1200 0.1429 0.84 0.25 0.45 0.30 320 0.333 30 C 9.5 900 0.1053 1.00 0.15 0.65 0.20 500 0.200 15 D 11.5 700 0.0870 1.07 0.11 0.80 0.15 650 0.125 7 Therefore: a 9.5 a^ 0.105 o 0.15 b =0.65 a 0.200 To calculate Vz (Mean hourly wind speed) Eq. 6 -14 Vz 84 44 ft/s To calculate R. factors R R n= 1.8 n= RL= 0402 Re To calculate R„ 4= 540.2 ft N1 2 359 R.= 0.077 To Calculate R (Resonant Response Factor) R 0. '7 To Calculate g5 (Peak factor for resonant response) Eq. 6 -9 ga as 1 3 To Calculate k (Intensity of turbulance at height z) Eq. 6 -5 f, 0.188 To calculate Q (Background response) Eq. 6 -6 Q 0.901 Eq. 6-8 To calculate_Gf (Gust effect factor) G, 0.881 Date: 06 4ug -07 t kongroupe Signs Designed by NDS W O Checked by* eg d Page: 2 of 12 Job SF026 0.7 0 676 Reduced fequency b^ 1.00 c 0.20 Rn n 1.8 0 411 Intergral length scale of turbulance e 2.718 Mathematical constant E 1.0 (Assumed) 0.20 Damping Ratio (assumed) go 3.4 g.= 3.4 Exposure C 900 ft 1 500 ft Z_._ 15 ft Stringers: Ledoer: 75 1 Ledoer /Uorioht Connection: L3x3xy. Clip Anole: MSOR WDL s2/8 P s„/4 0 79 ft-kips 0.40 ft-kips /stringer Date: 06- Aug -07 Icongroupe Signs Designed by' NDS W n 0 0 Checked by' Page: 3 of 12 lob SF026 Ledger Stringer Design (SF /V- Structure B/B Structure) UPRIGHT MAINTENANCE PLATFORM I i REAR LEDGER 6" 1, 2 -0 1 1 /2 Grating: Use 2.0 psf McNichols Expanded Metal Grating (or equivalent). Capacity 20 psf 150 lb concentrated load at mid -span per width of grating. Mise (wa 5„ PLL)(wuW3/2 0.5 ft) 9 pif w 2 /2 0.94 ft-klps T M,3./(2 d) d 5 9 in 0.96 kip /bolt Design Loads: Try' 1 L3X3X1 /4 a F 0.6 Fy F. 30 ksi 5= 0569 In' Try W6X9 F 0.6 Fy F 30 ksi S 5.56 in' DL. Grating 4 0 pif Stringers 10 pif (5 pif self- weight assumed) 10% Contingency 1.4 off to 1, 4 pif Try. 11 m bolt CO F 20 ksi Ab 0 19 in' LL 280 Its or 400 lbs (men equip) Ledger width, w 2.6 ft f m/s f 8 4 ksi OK .f 2 04 ksi OK TALLow F Abort 3.8 kip /bolt OK db 0.5 in a 1.25 In b 1.5 In d' db 1/16 a' a 4 b' b d 0 in 1 in 1 25 in p .375 in p b' /a' d 1/p (B/T 1) F 50 ksi 0.83 55 T 0 96 kip /bolt 6 1 d'/p o' .0 B 3.8 kip /bolt 0 76 8Tb' /pF„ (1 6o') 3.214 In ttl, 0.25 in OK Note: For back to-back structures top clip is not required. Bolts are in shear only therefore, check bolts for shear* V (w 5„ P /4 0 1 kip VAuow F Abort 9 kip Therefore use L3X3X1/4 stringers Therefore use W6X9 stringers Therefore use 1/2 dia. bolts OK Upright- Sareader Design (V B /B- Structure) Upright: Spreader: Date: 06 Aug 07 b Icongroupe Signs Designed by NOS Lu 0 Checked by B. Page: 4 of 12 Job SF026 Upright Height, h„ 7 ft Design Wind Pressure, p' :32 psf M w h„ /2 Upright Spacing, S. 7 ft Uniform Load, w p'„ s„ ft-kips Unbraced Length, L 7 ft 0.23 klf No. Uprights, n 5 Dist to Torsion CL, dw, 5.5 ft Try• l W8X10 Max. Cant Length, L.,,,, 14.0 ft Th'' 1W1 2X22 1'J Max. Unbraced Length, L 14.0 ft MD FOL L /1000 30 4 ft -kips Mwmp ft-kips gM 35.93 ft-kips Max. Cant Length, 4. .0 ft Max. Unbraced Length, L 5.0 ft Mot FDL 10.9 ft -kips MWJN 5. ft-kips fM 16 39 ft-kips L3x3x1 /4 Stringers: (at visual face of uprights) try. W12X19 1L Try' W12X16 S 7.81 in L„ 37 ft L 3 4 ft MR 28 ft-kips OK 0 13 in Dead Load: Upright, w„ 140 lbs Ledger, wl 23 lbs Stringer, ws 137 lbs Handrail, W. 70 lbs Maint. Platform, wMr. 193 lbs Sign Face, w 210 lbs Ttivision, w 1200 lbs 10% Contingency 197 lbs ZDL 2171 lbs Therefor Fb Fy [0 79 0 002 (bf /2tf) 'Fy( Therefore use WSX1O S '5.4 In' L„ 4.6 ft 4 3.6 ft Therefore, 96 Fy [0 79 0.002 (bf /2tf) 'Fy) M t02 ft OK Dm.. 0.19 In Therefore use W12X22 Max. Cant Length, L 10.0 ft Max. Unbraced Length, L 10.0 ft MD1 FDL L„,,,, /1000 S 1 In 21 7 ft-kips L„ 3.8 ft Mw/ND .+.5 ft-kips 4 .6 ft FM 27.24 ft Therefore, rb Fy [0.79 0.002 (bf /2tf) /Fy] M 84 ft-kips OK A 0.08 in 5 17 1 In' L„ 3.6 ft l 29 ft Therefore use W12X19 7herefr Fb Fy (0 '9 0 n0) 'Of/ Of) 'Fy ft OK .01 in Therefore se W12X16 S 0 `77 in' M 1.33 F S w w,,,,, w Simple span, s 7 ft 0 in -kips 3. i0 f Ml w (s +s (s- s /8s ,9; 12,4 w w M/8 40 if 2 If 4 klf x ft Cantilever span, s, 4 ft 4C plf M, w 5, Mv: O.VERNS •hereto L3x.3x1, I str tgers at 6 ft o (m, Uoriaht Soreader Connection Des lan (V- Structure) Uonaht/Soreader Connection: Bolt Design: Flange force; F, EM /(d, te,) 9 4 kips Spreader Flanoe/End Plate weld: End Plate Deslan: Column Stiffeners: LPR:GI IT .t SPREADER it Il _tp ENJ PL f f c do D"eve F,/ 2(bro 4e) 4,b] 0.928 1.2 Therefore w 1/4 fillet weld b,= b„+1 5.0 in say 8.0 In C 1.11 (bn /(bib 1)) 0.895 Check column web buckling: P,f, s P (4100 t,,, d, Column Web Stiffeners: (per AISC ASD Specification K -81 P„ 1 5 7 kips P,,, 18.0 kips Date 0 b -Aug- 07 tj Icongroupe Signs Designed by N DS W n O Checked by CC CI. Page: 5 of 12 Job SF026 Check column yielding: P„ 5/3 F, P,,, F t,,, (4e 6k 2t, +2„) 15.7 kips 42.12 kips 01( Check column flange bending: (opposite tension flange) b,= 2.5(P, +t„ +P,) A,/A„- 1.0 8.3625 in Co 1.0 Te,b F, 2.4 kips Try' m A325 bolts WI T µyaw 1.33 A,,, F 11.2 kips OK Required t,, (6 M, /27 P 0 1 in 40 3000 P„ F 4, 13 13 kips P Pr (d,,,,,1 0.707w 1.20 P /de,,, 40 M a„ F, P 75 In -kips 18.05 kips Ok 135 in Upnght: W8X10 Spreader' W12X22 S, 7.81 in 5, t5.4 In d, .89 in db 12.3 in 0205 in 4 b= 0425 in br,= 394 In be. 4.03 in t 0 17 in t, 0 26 in k, 0 505 in k, 0 725 in k 0 in k 0.625 In P, 1.5 in t 0.5 in de,,, 0.5 In gage 2.5 In Mot 1 1 I(IwidJ2) 11w, 2 wed,)) /12) 1.5w,,, 2.0w,,,)1 L,,, /1000 3.8 ft-kips Mw,,, 5.5 ft-kips FM 9.3 ft-kips A✓A„ (b„ 4b) (0.305 (d, 2 troy) 0 490 om C,, C, (AWAY/ 3 (P ✓dbae)114 0.975 Try 1 /a" Dlate Allowable M 1.33 (4.5 b, to 12.0 In -kips OK P gage /2 -k, d,,, /4 a„ 1 359 P„, F t„, P„, 5F t,,, k, kips 1 4625 kips M 60 in -kips Therefore use 1 /2 -in dia A325 bolts Therefore use Va plate ii 8.0 in wide end plate Therefore colum, web stiffeners re Nulled Req'd stiffener area, A„, 0.5(Pb, (P traP ,))/1.33 "F Min. stiffener thickness t„/2 0.0, in' .l in Req'd thickness A,,,, width Min. stiffener width '4 be, t„42 0 •6 in Use /4 in 126 in Req'd width A„ thickness or b,,/2 k, n "8 in 47 in Use 1 25 In Min. length (d12) k, in Min. w 1/4 fillet weld Req'd weld length In Use 4.0 in theree re uae 4 4.0 111 -b ,fi rie Torsion Spreader Connection Design: Full /Partial Flag Configuration Torsion: 8 0 13 2.17ft PDL (2(EDL (w„ 1- /1000 4.34 kips P p' (h h. 5 3.16 kips FP PDL P 7.50 kips Try' Torsion Spreader Connection: a 30 -in 12 t e 5/8 41 1 1/2" U [congroupe Signs Designed by NOS W p Checked by C d Page' 6 of 12 Job SF026 Bolt design: Gusset plate force; F EM /(2d s) 16 ft-kips 1/4" Fillet Weld to Torsion: Torsion size: a 30- ptvo 4 spaces s7ft =28ft s d d SPEAI)ER N 1 /4V LEAD R 1/4' APE N 1/4 V TOR90N 1 M PDL (5l 10s) w (I, 45) 388.6 ft-kips Mw[ND Pw (513 305) 255.7 ft-kips Mb (M5L2 M D 2 U2 465 ft -kips M n Pw [(hmwa h.= dial 24 ft-kips 81 5/8'4 6325 MIS .3 1/2" CA Tww F /4 5 39 kips VI=N Pw (1 40 kips V =EM /(d +s/2) L a/o in 11 kips l i e 217 ft 5 7.0 ft 8 4 plf Mow, 1158.9 ft-k M 1287 7 ft -k A P /3E1 [I, (2s I,) (3s +10 (4s I,) (5s. 1,)) M Mbao +(M, M,.,.) 0.40 OK A 1.3 In A 2.3 In 1.33 M0L Mb"= 0 45 OK A.,. N/(AoL Aw2) tit 2.7 in Spreader' W 12X22 S. 4 In db 1.1.3 In to 0 425 in b 4.03 in twb 0.26 In kb 0.725 in km, is 0 625 in t===..e 1/4 in gage is 2.5 in d 8 In 5 4 in Try. 'h 4iP A325 -N boI1]J Teuow I1 kips I>k Vnu.ow kips OI Note: Use similar connection as above for upright- spreader connection of single face back -to -back structures (rotate 90'). Date: 06 -Auq -07 Therefore use 30 -In dia 0.625 -in torsion pipe. weld capacity 0.3 (70 ksi) (0.707) (1/4) 1.33 4.94 kips /in Min weld length, L V /weld cap P 1' in P 3.16 kips MDL 30.39 ft-kips MwMND 4 ft EM 35 9., ft-kips Therefore ise N A325-hl bolts Torsion- Spreader Connection Design: Center Mount Configuration Torsion: Catnrcinil PaD A Pot (2(EDL (tubber L /1000 4 34 kips Pw p' (h,,.,, h.w„) 5„/1000 3.16 klps Torsion Spreader Connection: 5spaces x8ft =40ft A P /3E1 (l (2s„ li) (3s„ I,)'] ADL 0.2 In Aw= 0.2 In Am.. `/(AoL A 0.3 In L -4- Bolt design: Gusset plate force; F FM /(2d s) 21.6 ft -kips Date: 06- Aug -07 Icongroupe Signs Designed by NDS W n 0 Checked by ce a Page: 7 of 12 Job SF026 MDL 4.5 PDLS wt (2.55) 145.2 ft -klps Mwik° 4.5 P s 99 6 ft-kips 1 1 /2 1 LLS d d s 66 1 1/2" 1/4" Fillet Weld to Torsion: Torsion size: D "0 n it#E:r In Mb (M01 MWIND /2 176 ft -kips M, n Av [(Nu.' h.,,,,,) /2 dta] 24 ft-kips Try' o 20-in Ill t„ 3/8 M bn n 311.0 ft-k M 345.5 ft-k T SPEACER (8) 5/8'0 A325 BOLTS 3 1/2' CA. -00SSCT 1/4 1/4" W -SHAPE 1/4 V MR904 V= 3M (d +s /2) 4 11 kips s,- 70 ft w..„,„ 55.1 plf (Wind on one side of sign conservative) Mb Mbc., +(Mt Mtcs,) 0.57 OK 1.33 MDL Mb 0.62 OK Spreader' W12X22 S, 25.4 In db 12.3 In trio 0.425 in bo, 4.03 in t 0.26 in kb 0.725 in kLb 0.625 In 1/4 In gage 2.5 In d 8 In s 4 in Tb,e F, /4 39 kips Try* 1 0 A325 bol1J V P /8 T ow 1 1 kips 0k 40 kips Vw.ow kips Jr Note: Use similar connection as above for upright- spreader connection of single face back -to -back structures (rotate 90'). Therefore use 20 -in dig 0.375 -in torsion pipe. weld capacity 0.3 (70 ksi) (0.707) (1 /4) 1.33 4 94 kips/In Min weld length, L V/weid cap in P 3 16 kips MoL 30.39 ft-kips WIND ..54 ft-kips FM 35.93 ft kips Therefore use 'h N 5325 bolts Se lump-Torsion Pplawitlea Date: 00 00 t Icongroupe Signs. Designed by 0 iu n 0 Checked by CC O. Page: 8 of 12 Job SF026 =dr isson=ates* 0 1 DA 1 F A H5 i, I F M..., I F I M„., In in I I ksI I knI ft-k I kk8 I -k in ft I 1 ott L._ 0, ft 1.0 I. 90 I 20.0 73 39.69 /0.1 '0! '5. c4.4 I 14 I 18 6 73 53 203.1 31/32 969 2,16 35 57 9. 262.9 '62 734 3 14 81. 9 14 5 197 15/16 0.938 .13 35 $6.14 '556 714.0 14 93 3 75 5_ .6 91.9 29/32 0.906 1 35 54.36 '40 2403 '43.5 14 770.5 676 .6 185.0 7/8 0.875 .9 35 52 140 9 409 6/2 7 14 747 5 5. .7 178 9 '7/32 .944 23. 50,78 173.4 .354 2 o51.8 14 4. 78 53.8 ..1 8 13/16 0 ,913 '4.0 3? 4898 .0 7 58 25 670.6 14 700.7 79 51 9 10 .7 25/37 3, 781 25.6 35 47.1 218.1 2181 25. 509.3 14 677 0 6 80 4.0 100. 3/4 150 26 35 45 36 10.4 104 '5.2 557 14 653.0 .81 541 154 23/32 0.119 .8 43.54 6 2026 23.2 565.9 14 $25.7 6.82 54.1 148.1 11/16 0.688 29 1 35 41; 194 1947 75.1 543.8 14 604 3 54. 141 9 5/9 0. ,25 32.0 35 38.34 1/6 1781 '5. -189. 14 554 6 6.85 544 I. .5 20 19/32 0 594 35 36.20 1 170 25. 476.4 14 9.3 ,86 14.5 123. 9/16 0.563 15.6 35 34.35 162 4 1574 25. 453.5 '4 503.13 .88 54 116 9 17/32 0.531 35 32 0 154 1 1541 .2 430.3 14 478.1 6.89 54. 110 1/2 0. 160 40.0 35 30.63 145.7 1457 1 5. 406.9 14 451 1 6.90 547 104. 15/32 0 469 42 7 35 28 76 137 1372 2.5.2 383. 14 425. 6 91 ,4.9 97.9 7/16 0.438 45.7 75 26.89 126 7 1187 25. 159.4 14 399.4 6.92 4 9 01 13/32 406 49 35 25.01 120 1 .101 75. 335..3 14 .6 6.93 55 0 55.1 3/8 0.375 53. 35' 12 111.3 1113 25. 311,5 14 (45.5 6.44 55.1 78.7 11/32 0.744 58.2 3 31. 3 175.6 1026 25 581 4 14 318 1 695 55. '2. 5/16 0.313 ,4.0 35 19.33 93.7 937 261,6 14 290.7 6 96. 57 65.8 9/32 0.281 71.1 35 (74; 84. 847 .2 236.6 14 '62.8 6.47 55.3 59.3 1/4 9.250 8(1.0 35 15 .51 75.6 '56 25.2 211.3 14 234.7 6.98 554 52.8 1.0 1.000 30.0 35 91,11 63 3 9589 25. 1785.5 t4 983.8 10.26 81.4 .310.0 31/32 0.969 .31.0 35 88.'5 9319 25.2 1735.1 Id 1927 9 10,27 81. 300.6 15/16 0.938 3,0 35 85,60 603.1 9047 2 1664. 14 1871.6 10 28 81. '91.3 29/32 0.906 1 35 .83 784.8 8773 25 1633.5 14 1815 0 11 29 81.7 281.9 7/8 0.875 34. 35 80 06 566.5 9497 2? 1582.1 14 17.57 5 30 81.8 '724 ?7/32 0.844 35.6 35 1 9 54510 219 '51 1530.4 14 1700. 10.31 81,8 563 0 13/16 0,813 36.9 35 74 0 29.3 '940 .2 1478.4 14 1642 10.37 81.9 '3. '5/32 0.781 18.4 35 71. 210.6 359 2.' 1426.0 14 1584. 10 33 1(1.5 44.0 3/4 0.750 41.0 35 66.92 491.1 7375 25. 1373.3 '4 1,25 10 34 82.1 34. 73/32 0.719 41 7 35 66.1, 47' 7 7090 1320.2 14 1461.9 10,36 82 '5.0 11/16 0.688 43.6 15 51.31 453 6803 1. '6.9 14 1407.6 10.3; 02 1 4 5/8 0.625 48.0 35 5, 68 414.9 6224 '5. 11589 14 12577 10,39 82. '96.1 30 19/32 0.594 50..5 7? 54,95 ;95.4 911 2 1104.4 14 1.. 1 19 40 8: 1116.6 9/16 0.563 5. 3 35 92 '70.6 5037'S. 1349 14 1166, 10.41 8.. 17732 17/32 0.531 56 5 (5 4918 356.0 5741 25.2 94 4 14 1104.9 10.42 82 7 16/ 4 1/2 0,500 60.0 17 46.34 36 I 5(42 95, 138.9 14 043 1 10.43 8 9 1 15/32 0.469 64.0 15 4' 4 11 1 474; 1 8.. 9 14 981.1 10.44 01 9 148.0 7/16 0.438 68.6 31 40,63 '96.0 4440 826 7 14 918.5 IL 45 93.9 (38.3 13/32 0.406 73.8 30 37.77 .1 4131 7 14 85 .6 10 46 9.3.0 28.5 3/8 0.375 80 0 35 '14.90 3 5, 3 25. 713.0 14 /92 3 1, 47 83 1 111 6 11/32 0.344 87 3 3. 33 34 521 ,55. 0 '8 5 I r 40 9.31 t 09 0 5/16 0.313 75 '711 .1 02 201 4' R 14 664 50 83 9 992 0.281 1( 7 '6 31 195 10, 4.019 1. 99.8 11 51 83.4 89,4 1/4 0.250 1 0 35 .37 (.5 ;sr S 112.0 14 1 534 6 10;2 3 5 /9.0 1.0 1.000 36.9 '5 100.90 9, 051 '514,1 14 0 1,. 38 18. ,74 31/31 0.969 3. 106 /1 336 1, 167 9 14 78,1.8 .39 18.1 :6 .8 15516 0.938 11 4 '01 195.2 1368 1 64. 14 '391/ 1, 40 8.4 151 19/3 0.906 9 3. 9 91 1 1 .9. 98, 14 26 36 41 71 00 1/13 0.875 41.1 '5 36 '5 (1 6 00 '5.1 35 (4 93.9 1 42 39(, 29 '12 0.844 47 9 /9 00 401 35 14 '48. 1 4,' 99 111 15/16 0.813 14 3 1' 8 13006 158.1 14 19' 44 .8.0 ;05 7 '32 0.781 16 44 1 260. 61 >II 5 .4 1 ,/4 0.750 49,r0 3' 3 33 1 /5 201 14 1 4/ 1 '32 0.719 15 1' I 4 01 (9 0 40 7' 11/16 0.688 4 ,5 7 19 0 2050 5 .01 0.625 15 411 1 :ER i l 3: 'I 6 _,1 '36 36 1 32 0.594 4 '5 .0 .1 '16 51563 3 4 1 311 0.531 5/ 3 4 .4 1, 0.500 5 1 0.469 8 '61 q 0. 16 0.438 •3 I.. 0.406 4 39 d8 0.375 11. 0,344 4. I' 10. .1 /11 0.313 11 9 '6 11 0.781 1 11 4 4 0.250 jersion- Column ionnectiin DesiWt: Full /Partial Fay ConflFuratiotk Design Loads: Dead Load: M 389 ft-kips Plate Dimensions Prooerties: Bolt Deslan: T M 24.9 kips /bolt n Torsion Saddle Beam Design: 11 y W36x150 cE Check flange bending: (as a plate fixed on 3 sides and free on one side) Required Web Stiffener Size: Column Cao Plate Design: T (M M 24.9 kips /bolt V Mrr /J P,112 f, V/A 12.7 klps 7 .2 ksi a .24 In b 2.44 in d 1.5 in p 4 7' in b wort t.rur«,= q T/ba 5.0 in 1.02 ksi a b,/2 k, 4. 8025 in 5, t, b/a .0 0 15 in /in Armed T/F 0.53 in M 4.5 T/6 18./ In -klps M /W 4 In- kips /in Required Stiffener Size: L 7 .5 In A,�,• T/F '3 3 in LI W Icangroupe Signs .Designed by NDS 0 n Checked by Ce 0. Page. 9 of 12 Job SF026 Wind Load: P P'w (hviw.1 h.,,,,,) wvi.wi 13.6 kips M P (0.5(hr,,, +h.=,,,) (d, d am 0 ft-kips M, 256 ft -kips a' 3.99 in b' 1.69 In d' 1 36 in W 4.5 in 1.767 in 14.1 ksi 14.1 ksi OK 0.625 In b Lm. p 0.42 b 0.67 5.02 a' .0 t,e,•e A,.a4( 0.17 in Use 1/2 in stiffeners Fillet weld size 0.5 T /0.3 F 0.707 (b,/2 k,) 1.33 0 13 in Use 5/16 in fillet weld 0 In 4w•, Atw a/Ln,m 11 In Use 1/' in stiffeners Fillet weld size 0.5 T /0.3 F 0.707 L m Use ,/16 in fillet weld Torsion CL to Plate, d I Irr 4 [2 (22 3.25) (22 6.75) 3514 7 5 in Ip Ir, 7029 5 ire c= 18.75 in r 42c 26.5 in Boit spc'g, se, 5.5 In B 77 7 kips T 24.9 kips Pt 1.334(F 4.39f, 55 0 ksi F 21.0 ksi V8Tb' /(pF +bo') 0.80 in OK Date 06-Aug-07 1.5 ft Try* 11/2 m A325 -N bolts L�l OK OK 1..0 In t, 0.94 In k, 1.125 In M M Coeff qa /1000 f M /S, M„ Coeff 56 M 1.35 in- kips /In f 9.2 ksi M, Coeff 87 M, .0 in- kips/in f 14 3 ks1 Stiffener Width 0.5b, k, 4.86 in w/t 9.7 95 /VF 13.4 OK Req'd t,. 46M/1.33 27 Therefore t 1 25 in 0 ,30 In (ft= fev) /F 0.47 OK Therefore use 1i stiffe lets Therefore ise 1.25 in thick plate Thererr e rse 1r 2 Ii iFl lets jersion- Column C,nnectiin Desiitrt: Center Moun Confiq ation Design Loads: Dead Load: Mot Plate Dimensions Properties: Bolt Design: Torsion Saddle Beam Design: Required Web Stiffener Size: Column Cap Plate Design: Required Stiffener Size: 145 ft-kips T (M MC,)C/I 9.7 kips /bolt V M,r /J P 5.6 kips Tot M5LC/I 9.3 kips/bolt Try• j W24x76 a 1 75 In b 2.53 in d= 1.5 in p 4.75 in Check flange bending: (as a plate fixed on 3 sides and free on one side) b seon taro.= 5,0 in a b, /2 k 3.5575 In b/a 1 4 Ama T /F1 0..,2 in Fillet weld size 0.5 T/0.3 F 0.707 (b1/2 k 1.33 0.07 in Use 5/16 In fillet weld Mn. 4.5 T/6 w 4.5 in Req'd t 46M/1.33 27 Therefore to,, 0 '5 in in -kips .1 in M /W 1.62 in- klps /In Therefare is.. 0. thick Vlate T/F 0.3: in V Icongroupe Signs Designed by NDS W p Checked by d Page 10 of 12 Job SF026 Wind Load: Norm) ww,,,,, 13 6 kips M P (0.5 (h,,,,,,, 7 ft-kips M, 100 ft -kips e' 2.50 in b'= 1. In d' 1 56 in q 5 1 f, T /Anon 5.5 ksi f, V /Aeon 3.2 ks1 5,3 ksi OK t 0,44 in T /ba 0.55 ksi t, 0.08 In' /in p 0.71 6 0,67 r3 9.80 a' .0 tr.ra A,.o•e/(O.Sbrk1) 0 C9 in Use 1/2 in stiffeners L 7 In L,,,, 10 In b, 8.99 in tined Arm•d/ 34 In Use 1/2 in stiffeners Fillet weld size 0.5 T/0.3 F '4 In Use 5,16 in fillet weld Torsion CL to Plate, diem) 4 (2 (22 3.25) (22 8.75) 3514 75 in' J i I„ 7029.5 in c 18.75 in r '12c 26,5 In Bolt spc'g, s 5.5 in Aeon 1. 767 in MY' 11/2 0 A325 bolts B 7 7 kips T 9 7 kips FR 1,334(F 4.39f, 57.8 ksi F 21.0 ksi .VBTb' /(pF,(1 +150') 0.51 In OK Date 06- Aug-07 1.0 ft Stiffener Width 0.5b, k 56 In wit 7.1 95 /-VF 13.4 OK OK OK tr 0.68 in k, 0.9375 In M M Coeff qa /1000 re M /S, M. Come 56 M, 0.39 in- kips /In f .0 ksl Mr Coeff 87 M, 0.60 in- kips /in f '7.8 ksi (f f /Fb 0 26 OK therefore use 1/2 in s,lffeners Thee tit re use 1, 7 stiftalzers alumn and Foutt lation %sign f Design Loads: Dead Load: MDL Column Pine Capacity Chart: 389 ft-kips V Icongroupe Signs Designed by NDS W C Checked by O. Page: 11 of 12 Job SF026 Wind Load: -4 On Visual: On Column: HAGL DESIGN LOADS P P„,,, Pw, I Mw I M (M M.,2)'12 ft kip= ft-k ftk 10 14.5 267 471 15 15.0 353 525 20 15.5 439 586 25 16.0 525 653 30 16.5 611 724 35 16.9 696 798 40 I7 4 '82 874 45 17.9 868 951 50 18.4 954 .1030 55 13.9 1040 1110 60 19.4 1126 1191 65 19.9 121.. 1273 '0 20.3 1298 1355 '5 20.8 1184 1437 80 21.3 1470 1520 85 21.8 1556 1604 90 22.3 1642 1687 95 22.8 1728 1'71 100 ..3. 1814 855 105 _3.7 900 1939 110 24 1986 2023 a Pw,. p (hw.,. Nom) Ww.. 13.6 kips P� =p' HAGL W 7.3 kips Date: 0a- Aug -07 M P,„, (HAGL (h n..,„0/2)+ P, (HAGL/2) 384 ft -kips M, P +15) 256 ft -kips 1 Column Pipe Size i ALLOWABLE LOADS m I Minn I Mm. I Mb Meoo+ (Mt Mtoo) In Ip }tk ftds 9/32 0 ?81 594 867.8 0.38 5/16 0.313 678.2 961.7 0.84 I1/32 0.,44 '65.8 1055.1 0.82 11/32 0.344 '65.8 1055.1 0 91 3/8 0 375 856.8 1148.0 0.89 13/32 0.406 1116.4 1240.5 0 76 13/32 0.406 1116 4 1'405 0.82 13/32 0.406 1116.4 1240.5 0.89 7/16 0.438 1199.2 1332 4 0.90 7/16 0 438 1199.2 1332 4 0.96 36 15/32 0.469 1281.5 1423.8 0.96 1/2 0.500 1363.3 1514.8 0.96 17/32 0.531 1444.7 1605.3 0.96 9/16 0.563 1525.7 1695.3 0.96 19/32 0.594 1606.3 1'84.8 0.9, 5/8 0.625 1686.4 1873.8 0.97 11/16 0 688 1845.4 2050.4 0.93 23/32 0.719 1924.2 138.0 0.93 3/4 0. 2002 6 222'5.1 0.94 25/32 0.781 2080.6 2311.8 0.94 13/16 0.813 158.1 2397'9 0.95 Therefore tse 36 -in diameter x 0.563 -in pipe column Round Footing Design Chart HAS Design loads h b P P 200 psf I 300 f P 400 psf ft kips ft-k ft ft _psf I A I R I psf I A I R psf I A I R 10 14. 471 32.45 5.0 1064 6.4 19.0 4 96 4 15.0 128 3. 12.5 15 15.0 525 34,96 5.0 1064 6 20.0 1 '6 4 15.5 28 3 3 13.0 ?0 1...5 586 .82 5.0 1064 6.3 ..1.0 S96 4 16.5 28 3 4 13.5 25 6.0 653 40.86 5.0 '064 .0 22.0 15% 4 7 17 0 _128 3 14.0 30 16.5 '24 43.96 5.0 .1064 2 23.0 1596 4.8 18.0 128 6 14.5 35 16.9 '98 47 06 5.0 1054 7.5 24.0 1C96 .0 19.0 _128 3. 14.5 40 1 4 374 50 14 5.0 1064 7 7 25.0 15% 5.1 19.5 2128 8 15.0 45 17 9 951 53.1 5.0 1064 9 26.0 1596 5.3 20.5 128 3.9 15.5 50 18.4 1030 56.00 5.0 1064 8.1 27.0 1 5.4 21.5 -128 4.0 16.0 55 18.9 1110 58.81 5.0 1064 8.3 28.0 15% 5.5 22.0 2128 4 16.0 60 19 4 1191 61,51 5.0 1064 8.5 29.0 1596 7 23.0 2128 4.3 16.5 65 19.9 1 273 64.12 5.0 1064 8.7 29.5 1596 5.8 23.S 128 4.4 17 0 70 20.3 1355 66.63 5.0 1064 3.9 30.5 1596 .0 24.5 .28 4.5 17.0 75 20.8 1437 69.05 5.0 1064 9. 31.5 1596 6.1 25.0 -128 4.6 17.5 80 21.3 1520 '1.37 5.0 1064 9,4 32.5 1596 6. 25.5 128 4.7 17.5 85 21.8 1604 7' 00 5.0 1064 9.6 33.0 1596 4 26.5 2128 4.8 18:0 90 22.3 1687 75.75 5.0 1064 9.8 34.0 1596 5 27.0 '128 4.9 18.0 95 22.8 1771 7',82 5.0 1064 10.0 35.0 1596 6.7 27.5 2128 .0 18.5 100 23.1 1855 7 9.81 5.0 1064 10.2 35.5 1596 6.8 28.0 2128 1 18.5 105 23,7 2939 81 73 5.0 1064 10.4 36.5 1596 7.0 29.0 128 5.2 19.0 110 24 2023 83.58 5.0 1064 10.6 .37.0 1596 71 29,5 128 5.3 19.0 Alternate Cube Footing Design Chart Design Loads Mb s b d e a 300 d s 400 ftf H ft l kips ft -k I ft R� -I 2 f ft I ft I s I ft I ft R I R b I 10 14.5 471 32.45 9.0 12.7 11.0 8.0 11.3 9.5 8.0 1 .3 8.0 15 15.0 ,25 34.96 10.0 14.1 11.0 8.0 11.3 10.0 8.0 1 .3 8.5 20 15.5 5 86 31.82 11.0 15.6 11.0 8.0 11.3 10.5 8.0 11.3 9.0 16.0 u53 40.86 11.0 15.6 11.5 8.0 It 3 11.0 8.0 1.1.3 9.5 30 16.5 124 4 .96 12.0 1 .0 11.5 8.0 t1.3 11.5 8.0 11.3 10.0 35 16.9 7 98 47.06 12.0 17.0 12.0 8.0 11.3 12.0 8.0 11. 10.5 40 1 4 37 50.1 13.0 18 4 12.0 9.0 12 7 12.0 8.0 11 3 11.0 45 17.9 951 5310 14.0 19.8 12.0 9.0 l._ 7 12.5 8.0 11.3 11.0 50 18.4 030 56.00 14.0 19.8 12.5 9.0 12. 12.5 8.0 11.3 11.5 55 18.9 1110 58.81 14.0 19.8 13.0 10.0 14 1 12.5 9.0 12 7 11,5 30 19.4 1191 62. 1 14.0 19.8 13.5 10.0 t4.1 13.0 9.0 1.. 7 11.5 65 19.9 1 )73 ,4.12 15.0 21.2 13.5 10.0 14 1 13.5 9.0 12 12.0 70 20.3 12155 66.63 15.0 21.2 13.5 10.0 t4.1 13.5 9.0 12 7 12.5 75 20.8 1437 69.05 15.0 '1. 14.0 10.0 14 1 24.0 9.0 .2.7 13.0 80 21.3 7520 71 37 15.0 21.2 14.5 11.0 15.6 14.0 9.0 12 13.0 85 .8 1604 "3.60 15.0 21.2 15.0 11.0 14 6 14.0 9.0 12.7 13.5 90 22.3 1687 7' 75 16.0 22.6 14.5 11.0 t .6 14.5 10.0 14 1 13.0 95 .8 1 '1 '7 82 16.0 .6 15.0 32.0 1 .0 14,0 10.0 14.1 13.5 .200 .2 185 "9 81 16.0 .6 15.5 12.0 i7 0 14.5 10.0 14 1 13.5 105 37 1939 81 i3 16.0 .2 16.0 13.0 18 I4.0 10.0 141 14.0 110 24.2 202 93.38 16.0 22 6 16.0 13.0 19 14.5 10,0 14 1 14.5 ?ft refore use 5.0 -ft diameter 31.5 -ft deep foundation or use 15.0 -ft 15.0-ft 5 14.01 -ft deep foundation S and Foun nation O�sIgn Design Loads: Dead Load: M 145.2 ft-kips Column Pipe Capacity Chart: V Icongroupe Signs Designed by NDS al Q Checked by d Page: 12 of 12 Job SF026 Wind Load: 4 4 On Visual: On Column. Pi... P (h.ettal h.em) wvitub 13 6 kips P p' HAGL w 7.3 kips Date' 06 -AUg M P (HAGL (h„ e h )/2) P (HAGL/2) 1384 ft-kips M, no torsion on Center Mount 0 ft -kips HAGL DESIGN LOADS I Column Pipe Size I ALLOWABLE LOADS Pw Pw. P,w I Mw I M"' (M �x z I a Memo Nebo Nebo Me Myon+ (Mt Mtm.) ft klrc ft n' -le in in 9r -I. f1• -k 10 14.5 267 304 1/4 0. 250 513.7 4 0.59 15 15.0 353 381 9/32 0.281 594.2 867 8 0.64 20 15.5 439 462 9/32 0.281 594.2 867.8 0.78 25 16.0 525 544 5/16 0.313 678.2 961 7 0.80 30 16.5 611 628 5/16 0.313 678. 961 0.93 35 16.9 696 711 11/32 0.344 765,8 1055.1 0,93 40 1 4 782 796 3/8 0.375 856.8 1148.0 0.93 45 17 9 868 880 13/32 0.406 1116.4 1240.5 C.'S 50 18.4 954 965 13/32 0 406 1116.4 1240.5 0.86 55 18.9 1040 1050 7 /16 0.438 1199.2 1332.4 0.88 60 19.4 1126 1135 36 15/32 0 469 1281.5 1423.8 0.89 65 19.9 121, 1221 1/2 0.500 1363.3 514.8 0.90 70 20.3 1298 1306 1/2 0.500 1363.3 1514.8 0.96 75 20.8 1.384 1392 17/32 0.531 I444. 1605 3 0.96 80 21.3 1470 1477 9/16 0.563 1525. 1695.3 0.97 85 71.8 .556 156.3 19/32 0.594 1606.3 1'84.8 0.97 90 22 3 1642 1648 5/8 0.625 1686,4 1873.8 98 95 22.8 1'28 1734 11/16 0.688 1845.4 1050.4 0.94 100 23. 1814 1819 23/32 0.719 1924.2 .138.0 0,95 105 23.7 1900 2905 3/4 0. 50 2002.6 2225.1 0.95 110 24 2 1986 1991 25/32 0.781 2080.6 2311.8 0 96 Therefore use 36 -In diameter 0.531 -in pipe column Round Footing Desian Chart HAGL Design Loads h b P M R kips ft -k ft ft 10 14 5 304 20.91 5.0 15 15.0 781 25.41 5.0 20 15.5 46_ '9.8: 5.0 25 16.0 5 34.07 5.0 30 1 6.5 628 18.12 5.0 35 16.9 '11 4 1.98 5.0 40 1 4 '96 45.66 5.0 45 1 .9 580 49.15 5.0 50 18.4 965 52 4' 5.0 55 13.9 1050 55 62 5.0 60 19 4 1135 58.63 5.0 65 19.9 1 :21 61.50 5.0 '0 20.3 1306 64 23 5.0 75 70.8 1392 66.84 5.0 50 21.3 1477 69.34 5.0 85 e1 8 1563 71.72 5.0 90 22.3 1648 74.01 5.0 95 '2.8 1734 '6 9 5.0 100 23. 1819 78.29 5.0 105 23. 1905 80,31 5.0 10 24.2 1991 82,24 5.0 Alternate Cube Footing Design Chart HAGL Design Loads P Mb R kips ft-k 10 14.5 104 15.0 381 20 1 .5 462 25 '6.0 544 30 16.5 628 35 16.9 "11 40 17 4 '96 45 17 9 980 50 18.4 965 55 18.9 1 050 60 164 1135 65 19.9 1221 70 20.3 1306 '6 20.8 139.. 80 21.3 147 85 .8 1563 90 .3 1 >48 95 2'.8 1 34 100 3. 1819 105 1905 110 1991 Pill-t. 200 psf P. 300 psf cl psf I A I ft d Si psf I A I ft 054 6.4 16.0 1596 4 1 12.5 1064 17.5 1596 4 4 13.5 064 6.8 19.0 .596 4.5 15.0 1064 .0 20.5 1596 4 16.0 1064 7 21.5 1596 4.8 17.0 1064 5 23.0 596 5 0 18.0 1064 7 24.0 1596 5.1 19,0 1064 .9 25.0 1596 5.3 20.0 1064 8.1 26.0 1596 5.4 20, 5 1064 3.3 27.0 1596 5.5 21.5 1064 8.5 28.0 1596 5.7 21.S 1064 8. 29.0 1596 5.8 23.0 1064 8.9 30.0 1596 6.0 24,0 1064 9.2 31.0 1596 6.1 24.5 064 9 4 32.0 1596 6. 25.5 1064 9.6 33.0 596 6.4 26.0 1064 9.8 33.5 1596 6.5 26.5 1064 10.0 34.5 1596 6.7 27.5 1064 10.2 35.5 1596 6.8 28.0 1064 10.4 36.0 1596 7 0 28.5 1064 10.6 37.0 1596 1 29.5 P... 400 psf S, I A I d psf it 128 10.5 28 3 11.5 .1 'S 3.4 12.0 128 5 13.0 128 13.5 128 3. 14.0 .128 3.8 14.5 _128 3.9 15.0 2128 4.0 15.5 128 4 16.0 2128 4.3 16.0 2128 4 4 16.5 128 4,5 17.0 :128 4 6 17.0 2128 4 17.5 2128 4 8 17.5 2128 4.9 18.0 2128 5.0 18.0 ..128 5 1 18.5 128 5.2 18.5 128 5.3 19.0 h P 200 f P 300 5f P 400 psf b ft ft I ft ft as I ft I R aS I ft I ft '0.91 9.0 1. 7 9.0 8.0 11.3 8.0 8.0 11.3 6.5 2541 10.0 141 9.5 8.0 11.3 8.5 8.0 11.3 7.5 29.82 11.0 1 6 10.0 8.0 11.3 9.5 8.0 11.3 8.0 34.07 11.0 15.6 10.5 8.0 11.3 /0,0 8.0 11.3 8.5 38.1: 12.0 17.0 11.0 8.0 11.3 11,0 8.0 11 3 9.0 41.98 12.0 17.0 11.5 8.0 11.3 11,5 8.0 11.3 10.0 45.66 13.0 .8.4 11.5 9.0 1_.7 11.5 8.0 11.3 10.5 49.15 14.0 19.8 11.5 9.0 1 12.0 8.0 11. 11.0 47 14.0 19.8 12.0 9.0 12.7 12.5 8.0 11.3 11.5 55.62 14.0 19.8 12.5 10.0 14 1 12.0 9.0 127 11.0 58.63 14.0 9.8 13.0 10.0 14.1 12.5 9.0 12.7 11.5 61.50 15.0 21 13.0 10.0 14 1 13.0 9.0 1 7 12.0 64 23 15.0 21.2 13.5 10.0 14.1 13.5 9.0 1: 7 12.5 66.84 15.0 21 14.0 10.0 4 1 14.0 9.0 1:7 12.5 69.34 15.0 21.2 34.5 11.0 15 6 13.5 9.0 12.7 13.0 71 7' 15.0 21.2 14.5 11.0 15.6 14,0 9.0 12 7 13.5 74.01 16.0 2.0 44.5 11.0 15,6 14,5 10.0 14 1 13.0 76 19 16.0 '2.6 .15.0 12.0 1 14.0 10.0 14 1 13.5 78 79 16.0 6 15.5 12.0 17,0 14.5 10.0 i4 1 13.5 80.31 16.0 2 6 15.5 13.0 .8.4 :4.0 10.0 14 1 14.0 3, 24 16.0 6 16.0 13.0 8,4 14,5 10.0 14 1 14.0 Therefore use 5.0 -ft diameter 31.0 -ft deep foundation or use .15.0 -ft 15.0 -ft x 14.041 deep foundation