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Home My WebLink AboutB16-0831 047-050-006D S 383 Rio Lindo Ave, Chico, CA 95926 p: (530) 592-4407 www.summitchico.com Structural Calculations For: Client: Clint Moffitt, Moffitt Farms, Inc. P ject 32' x 90' Solar Shade Structure Address: Bennett Road, Butte County, CA (Parcel # 047-050-006) . QROFESS/pq, NEDY®G"y( Ir z •C 7 8 r EXP. old Y RECEIVED APR 2 2 2016 BUTTE COUNTY DDS BUILDING ` PLANNING P RMT SOF CA1-SFO r� �Zb I� 1 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE CQMPLIANCE DAT S b BY_ Note: Summit Structural Design (SSD.) is not responsible for on-site inspection to assure compliance with the standards, sizes; materials, or workmanship specified herein. SSD is not responsible for any structuralelement or system not, specifically noted in this set of specification s%Calculations unless authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow accepted construction practice, the latest edition of the California. Building Code, and local building department standards. Summit Structural Design PROJECT: Moffitt Farnis STRUCTURAL NOTES 1. 'GENERAL A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES. B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION, THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON. THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHTTO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER, G) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED FOR THE FOLLOWING TYPES OF CONSTRUCTION: WELDING OF STRUCTURAL OR REINFORCING STEEL THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE WITH THIS TYPE OF PROJECT. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%. 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. J) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 2013 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC. 4. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI U.N.O. (DESIGNED FOR 2,500 PSI). C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. 7, Summit Structural Design PROJECT: Moffitt Farms E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2"SAND, OVER MOISTURE BARRIER, OVER, -4" AGGREGATE BASE. USE 3-1/2" SLAB WITH #3 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB-SLAB- BUILDUP UB-SLABBUILDUP AT ALL OTHER AREAS, G) SAW -CUT TOP W OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. I) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER: 1 %:" #6 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: %" J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. S. METAL FRAMING A) ALL METAL FRAMING SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN IRON AND STEEL INSTITUTES "SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS." MATERIALS: A) GALVANIZED STEEL SHALL MEETTHE MINIMUM REQUIREMENTS OF ASTM A446 GRADE D FY=50 KSI).FOR 12, 14 AND '16 GAGE, AND ASTM A446 GRADE A (FY=33KSI) FOR 18 GAGE AND LIGHTER. B) METAL FRAMING SHALL BE OF THE TYPE, SIZE AND GAGE AS SHOWN ON THE PLANS AND SHALL NOT BE PUNCHED UNLESS SPECIFICALLY NOTED ON PLAN, C) ACCESSORIES: PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT LIMITED TO TRACKS, CLIPS, BRIDGING, BLOCKING, STIFFENERS, FASTENERS, ANCHORS, RESILIENT CHANNELS AND OTHER ITEMS REQUIRED FOR A COMPLETE AND PROPER INSTALLATION. D) CONNECTIONS: ALL FASTENING OF COMPONENTSSHALL BE WITH SELF -DRILLING SCREWS OR WELDING AS SHOWN 'ON THE STRUCTURAL DRAWINGS. ALL WELDS OF GALVANIZED STEEL SHALL BE TOUCHED UP WITH ZINC -RICH PAINT. E) WELDING ELECTRODES: SHALL BE E60XX FOR 18 GAGE AND LIGHTER AND E70XX FOR 16 GAGE AND HEAVIER. FABRICATION: A) TYPICAL DETAILS: FOR METAL FRAMING DETAILS, SEE SHEET S3. B) WELDING: ALL WELDING TO BE PERFORMED BY CERTIFIED LIGHT GAGE WELDERS, CERTIFIED FOR ALL APPROPRIATC DIRECTION, PER THE LATEST EDITION OF AWS D1.2. INSTALLATION: A) DELIVERY: ALL. METAL FRAMING ELEMENTS SHALL BE DELIVERED TO THE JOB SITE FREE OF DISTORTIONS OR DAMAGE OF ANY KIND. B) BRACING: TEMPORARY BRACING SHALL BE DESIGNED AND PROVIDED. BY THE CONTRACTOR AS REQUIRED UNTIL ERECTION IS -COMPLETED. 7. STEEL 7.1 STRUCTURAL STEEL A.) STRUCTURAL STEEL: ROLLED STEEL SHAPES, PLATES, AND BARS SHALL CONFORM TO ASTM A-36. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A-992. B.) STRUCTURAL TUBES: STRUCTURAL TUBES SHALL CONFORM TO ASTM A-500 GRADE B. C.) ALL WELDING SHALL BE ELECTRIC ARC WELDING, AND.SHALL BE PERFORMED ONLY BY EXPERIENCED,, QUALIFIED WELDERS. ELECTRODES SHALL BE E60 XX FOR, METAL DECK AND E70 XX OTHERWISE, UNLESS SPECIFICALLY NOTED OTHERWISE. WELDING SHALL CONFORM TO AWS D1.1. D.) UNSPECIFIED WELDS: WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS. WELD SIZE SHALL BE PER AISC SPECIFICATIONS FOR THE THICKER PART OF THE JOINT. E.) ALL STEEL SHALL BE SHOP PAINTED, UNLESS ENCASED IN CONCRETE, GROUTED MASONRY, OR SPRAYED FIREPROOFING, UNLESS SPECIFICALLY NOTED ON THE DRAWINGS. Summit Structural Design PROJECT• Moffitt Farms F.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.D. B) ROOF LIVE LOAD: 20 PSF C) SEISMIC ZONE: D D) WIND SPEED: 110 MPH EXP C o Q o 0 i .._.. ...... ....__. 28'_6" _____._.__..__-____.-'Z-___.._.__-..__.__._.. .. .. fib... 6 - _�.._�_.. __..._.._ 1__y7•-3_ 4.. 12.3.5 212' ._. 12:3.5 212 _. _ _._.• .. I t2n3.5 Ct2 r -•-.— --"- -13,15. Z17 «.-- 9 r ._.12r3.5 21 .TYP. 1 SCREW AT ALL PATI EDGES AT SPACNG PER. YAR. i r + PANELS SHALL $PAN (2) BAYS NEN, 0 i2.3.5 It3 SQ % 4_Y TOCK _2.35 Z12 � 1 FOOTWG'PER I/S2 12,15 212 rl 3 M S7 '•{..o .12.3.5 212 I 12.3:5 _Z12 �J 12+1.5 Z12 # 12.35212 � 1 •1 - 12x15 112 �m _ 12.3.5 Z12 ALl U(tLIN SN 8E A5714. s72.'GRAOE ss. 12.GA u.N 12.15 212 7 rn 12.35 Z12 12.15.212 .111 112 12.3.5 Z12 12x3:5 212 1h3S Z12 .. tl.5 _ y C12 12x3.3 C12 12x3.5 ..12 \ rI `BIOP(INO. TYF �9'-6'. Mme.._ 9�-6'. Mme.-9''6-� Tfv /L 53 52 SISI S3 AP 5 6-J 1 2 PER I2 S2 rn TNI$ lIIl ROOF PLAN 7Yp I U ROOF LOW SIDE t 1 1 �O NOTE: OBTAIN NRITTEN SOLARPANEL LAYOUT RE"E'M LETTCR.FRON ENGO.CER OF RECORD PRIOR TO WSTALLARO.N OF SMR RACIONG. OTE: NODNT PV -PANELS. AND: I I 6 50. % 1'-3' T-- - 1 FOOTLVG PER 1/52 ATTAG ATTApWENI BY�OTNERS. NA10W.111 PBR PANEL 28 CA ROOflNG OR EOIAVALENT WITH TOTAL ApOED LOAD � '] PSF� 812 SCREW TO EACH P{AtL1N. AT -.12' D.C. AND /14. SCREW AT ALL PATI EDGES AT SPACNG PER. YAR. NS7ALL ALL FASTENERS PER.NFR INSTRUCTIONS. `--_-- PANELS SHALL $PAN (2) BAYS NEN, 0 -J 1 NOTE: PRIOR TO CONSTRUCTION AND ORDERING MATERIALS CONTRACTOR SHALL VERIFY ALL DIMENSIONS SHOWN AND COORDINATE ALL I E DIMENSIONS WITH SITE CONDITIONS., CONTACT SUMMIT STRUCTURAL DESIGN WITH ANY DISCREPANCIES. � 6 SO. % 4'-3" -OCK 1 --- / FWINC PER 1/S2 ' I ' I I 6 50. % 1'-3' T-- - 1 FOOTLVG PER 1/52 1 S' -i3' Y-9' iNICTf `--_-- --- __ FOOTING -J SQ % 4_Y TOCK I ROCN FOOTINC'PER I/S2 FOOTWG'PER I/S2 I. 1 NOTE: PRIOR TO CONSTRUCTION AND ORDERING MATERIALS CONTRACTOR SHALL VERIFY ALL DIMENSIONS SHOWN AND COORDINATE ALL I E DIMENSIONS WITH SITE CONDITIONS., CONTACT SUMMIT STRUCTURAL DESIGN WITH ANY DISCREPANCIES. � 6 SO. % 4'-3" -OCK 1 --- / FWINC PER 1/S2 ' I ' I I 6 50. % 1'-3' T-- - 1 FOOTLVG PER 1/52 1 1 I � 5'-6" SO. ■ 3'-9' TWCN FOOTWC PER 1%S2 i 1 I 1 � I I 1 ROOF teCll 50E -- - 1 II 1 I L--- ---J LL-ODNN' O� --------J L' ------J P.00F ABOr<, rn FOUNDATION PLAN Ko FLUSH MOUNTED SOLAR PANELS - METAL ROOFING PER PLAN AND. ATTACHMENT BY OTHERS NOT SHOWN FOR CLARITY\ SLOPE--- 112 L.J F- L 3Qz OZQ SOT 3vi J Z = :!S 0 w OaNw QLL, LL, LLJ = Q o Z �c�Qa ozoaw I Q z ::) U Q iR F .tn � Q j 0 U 0 H O Fn z0F F- - � Of r-yofV) LLJ a- lk . 6 5 [irAl. f rTirtse CF- t JUIN "BEAM PER PLAN NOTE: VERIFY STRUCTURE HEIGHTS TO. FINISHED GRADE WITH OWNER PRIOR TO CONSTRUCTION POST PER PLAN, TOP OF FINISHED GRADE BY OTHERS \ 27'-6" NOTE: CORROSION PROTECTION, FLASHING, WATERPROOFING, WEATHER PROTECTION, AND DRAINAGE BY OTHERS: ot c i ot c Summit Structural Design Project: Moffitt Farms Engineer: RKB Design of : Gravity Loads Gravity Loads: Roof Slope= 1 to .12 Roof Dead Load Solar Equipment 3.0 psf Framing 3.6 psf Misc. 1.0 psf Total, (sloped) 7.6 psf Total (horiz) 7.6 psf Summit Structural Design ,Project: Moffitt Farms Engineer: RKB Design of: Seismic Mass and Seismic Load Development Area (ft2) Weight (Ibs) Roof, 2880 21936 Height (ft) Length (ft) Weight (Ibs) Walls(ext) 0 Walls(int) 0 Tota! 21936 Roof Area (ft2) Ultimate Working Stress 2880 5959 4257 Roof Trib Line Shear (Ibs) Shear (Ibs) Wall Line Area (ft') Working Stress rho Total 2 912 1348 1.30 1752 + 'U ®esig.n ,,Maps Suimrviary Report ' User -S pecified,Inputi -,Building Code, Reference Document'2012 International Building -' which utilizes USGS`haxard:data available in 2008 SiteCoordinates- 39.8201N, 122.03°W `F Site Soil Classification Site Class D -' "Stiff Soil" '. 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' y"} . �'6?��„ 'y,��r,.c�'++� _ t h �rs+i`1 �,i1�p��•'��Y I t.Oy:. •;rs::f,` r ^� 11 sq�'�i' F{•rt nx,. tl.. ii+XRr�y'`;; yy�'fr,`��.''•j,?�Fj: ?LS1�•?i} I�" ., ,.f'��.{S��W1a�i;R,.cr...,i�rilr�l c-..td.,.«.1I.ak�t,xin USGS- Progided .011atput 71 i Ss 0 62$ g Sras - 0 815 g, Jt S°s y 01543 a S1 = '0.286, g SM1 0.522F9 Soi — 0.348 y For information on how' theSSand S1'values above have been. calculated from p.robablllstic (risk=targeted) and : },'deterministic,ground -motions in the direction 'oIF maximum horizontal response,•please:return to the applicationand select,the "2,009 NEHRP";building code reference document. MCER Resporns-e Spectrum Design Respans`e.'Spectruini 0 GO s .0:91 � �� nr� - t`• :� !� 0.54:—� � _• _. - � . 0:7 Y� y' 0.48 - z .0, 3 0:54 rW '� J r y Ci 0.3fr i 0 ¢5 i� # : V] v y ►, .0.27 ��. �� 0.19 � � � c �0:12 •; a � �. i *t;" - ... 0. OG r ' L0:00 0 00 I I I—i--- F— 0.00 0.20 0.40 0-50* 0:80 1.00'1:20 1.50+ 1 G0, 1, 80 2.000.00 0 2.0 O:40 0:50 MP 1.00 '1.20 1.40 l:(i0, 1.80 2:90 "Period' T:(sec) Period, T.(S.ee) J 'Although this Inf6mia.6on s a product of_the U.S, Geological Sur.Vey, We provide*no wa"rrantyr expressed or m'Oi}ed <jIs to,thc r accuracy of the data'contained :therein ,This tool is not ;:'substitute for techillca.l sub)eetmatter knowledge. r ', ! 10 Summit Structural Design Project: Moffitt Farms , Engineer: RKB Design of : Seismic Load Development (ASCE 1-10) Seismic Design Category D Ss 0.628 Mapped 0.2 sec spectral response Occupancy 2 S1 0.286 Mapped 1 sec spectral response I 1 Site Class p y,,. . In accordance with Ch 20. TL 16, Sms, 0.815Site Coef, T 11.4-1 •Sm1 0:522 Site Coef, T 11.4-2 SDS 0.54 Design Spectral Response (0.2 Sec) t SD1 0.35 Design Spectral Response (1,0 S,ec) s _.. �.. _..._ _..... System j Cantilever Columns n, R. 2 Omega 2 Cd 2, Ht Limit 35 Cs 0..27 12.8-2 Max Cs 0.69 Min Cs 0.02 (.01 outside of S1) Ct 0.028 x 0.8 Ta 0.25 Cu 1.4 Max T 0.35 No limit for drift Use T 0.25 Alt Ss 0.628 Ss may be 1.5 if 5 stories and regular V= 0.272 *W Height to Roof (hn) = 15,5. ft V= 6.0 k Vert Dist Exp. (k) 1 Level Story Ht. (ft) hi (ft) wi (kips) (wi*hi) (kip -ft) cvx Veq (kips) S VEQ (kips) aDiaph. (kips) ROOF 15.5 15.5 21.9 340 1.00 5.96 6 5 30th 0 0 0 0 0.00 0.0 6 _ 6th 0 0 0 0 0.00 0.0 6 _ 5th 0 0 0, 0 0.00: 0.0 6 4th 0 0 0 0 0.00 0.0 6 _ 3rd 0 0 0' 0 0:00 0.0 6 2nd 0 0 0 0 0.00 10.0 6 _ :1st 0 0 0 0 0.00 0.0 6 y Summit Structural Design Project: Moffitt Farms Engineer: RKB Design of : Wind Load Development for Open/Pitched Bldg (ASCE 7-10) _ Design Wind Loads on Open Monoslope Bldg: F=ghGCNA.(lbs) , Determination of q,, Velocity Pressure Structure Type qh=0.00256K,K„KdV2.(LCF)= 13.43 psf Z= 16.50 Height Above Ground Level, ft K,=. 0.85 Calculated Velocity Pressure Coefficient Kit= . •" 1.0 Topographic Factor (1.0 for Flat Terrain) Kd=• 0.85 Wind Directionality Factor " V= 110 Ba"sic Wind Speed, mph .LCF= 0.60 Load Combination Factor Determination of G, Gust Factor 3.4 4.76 G= 0.85 -0.50 h=: 1"6.5Structure Height., ft u FYrincra=. f U!i'nA Fvnneurn Wind Directionality Factor, Kd (Table 26.6-1) Structure Type K,, _ Buildings,MWFRS 0.85 Buildings, CC 0.85 Arched Roofs 0.85 Square Chimneys, Tanks, & Sim. 0.90 Hexag.'Chimneys, Tanks, & Sim. 0.95, Round Chimneys, Tanks, & Sim. 0.95 Solid Signs 0.85 Open Signs & Lattice Framework 0.85 Tri, Sq, Rect. Trussed Towers 0.85 All Other Trussed Towers 0.95 Terrain Exposure Constants (Table 26.9-1, Modified) Exposure a z (ft) a bar b bar c I (ft) a bar z.bar (ft) g =g„ B 7.0 1200 0:25 0'.45 0.30 320 0.33 30� 3.4 C 9.5 900 015 0.65 0.20 500 0.20 15 3.4 D 11.5 700 0.11 0.80 0.15 650 0.125 _ 9.9 3.4 Determination of CN, Force Coefficient Clear Wind Flow Obstructed Wind Flow Clear Wind Flow Obstructed Wind Flow Roof Slope (degrees) CNW CNL CNW CNL CNW CNL CNW CNL 4.76 1.20 0.30 -0.50 =1.20 1.20 0.30 -0.50 -1.20 4:10 -0.10 -1.10 -0.60 -1.10 -0.10 1:10 -0.60 Array Area/Post (ft) .456.00 Determination of Net Force CNW CNL CNW CNL CNW CNL CNW CNL Load Case A (lbs) 6246 1561 -2602 -.6246 6246 1561 -2602 -62,+6 Load -Case B (lbs) - -5725 -520 -5725 -3123 -5725 -520 -5725 -312.3 Main Wind Force Resisting System - Part I Figure 27.4-4 1 Net Pressure Coefficient, Open Buildings L 0.5 L f' 0,5 L - CNw Wind CNL Direction 8 Y=00h_ MINIMUM DESIGN LOADS 0,25 5 "5 1,0 NTonoslope Free Roofs 6:9 450,,y = 00, 1800 L 0,5 L 0.5 L I\ CNL :..CNW h Wind Direction Y = 180° Roof Angle 0 Load Case Wind Direction = 00 Clear Wind Flow Obstructed Wind Flow CNW CNL CMV CNL Wind Direction, y = 1800 Clear Wind Flow Obstructed Wind Flow CM CNL CNW 00 A 1.2 0.3 -0.5 -1.2 1.2 0.3 •0.5 _CNL •1.2 B -1.1 -0.1 -1,1 46 •1,1 -0,1 -1.1 -0,6 7,50 A -0.6. -1. =l •1.5 0.9 1.5 42 -1,2 B -1,4 0 -1.7 •0.8 1.6 1 0,3 0.8 -0,3 150 A •0,0 -1.3 -1.1 13 1.6 0.4 -1.1 B -1.9 0 -2.1 -0.6 1.8 0,6 1,2 -0.3 22,50 A -1.5 -1.6 -1.5 71.7 1.7 1.8 0.5 -1 B -2,4 •0.3 •2.3 49 2,2 0.7 1.3 0! 300 A -1.8 -1.8 •1.5 -1,8 2,1 2.1 0.6 -1 B -2,5 45 -2.3 , -1.1 2,6 1 1.6 0.1 37.50 A. -1.8 -1.8 -1.5 -1.8 2.1 2.2 0,7 -0.9 B -2.4 -0.6 -2,2 •111 2.7 1..•1 1,9 0.3 450 A -1,6 •1.8 -1.3 •1.8 2.2 2.5 0.8 -0.9 B -2.3 -017 -1,9 -1.2 2.6 1.4 2.1 0.4 Notes: 1. CNw and CNL denote net pressures (contributions from top and bottom surfaces) for windward and leeward half of roofsurfaces,respectively, 2. Clear wind flow denotes relatively unobstructed wind flow with blockage less than or equal to 50%. Obstructed wind flow.denotes objects bolow.roof inhibiting wind flow (>50% blockage). 3. For values of 0 between 7,5° and 45,,°; linear interpolation is permitted. For values of 0 less than 7,5°, use load coefficients for 01. 4. Plus and minus signs signify pressures acting towards and away from -the top roof'surface, respectively. 5. All load eases shown for each roof angle shall be Investigated. 6. Notation: L : horizontal dimension of roof, measured in the along wind direction, A. (in) h : mean roof height, ft. (in) Y : direction of wind, degrees 0 : angle of piano of roof from horizontal, degrees 267 Sid 44 27'-6" � 1 13 a d, r� �1 m 0 ca N 1 '� E 7 • U_ r tlD V. �• I I E Summit Structural Design Project: Moffitt Farms Engineer: RK8 Desien bf - Base Lnnds MWFRS Al. Location From Base Net toads Vertical Load Load (Itis) x (h). x (ft) Vertical load (lbs) Moment (ft -lbs) Moment (ft -lbs) Dead '6946 13.75 13.75 6946 95513 95513 Wind 6224 5.50 22,00 6224 34233 136931 Wind 1556 22.00 5.50" 1556 34233 8s58 Location From Base Not Loads Horizontal Load Load (lbs) y (h) Horizontal Load (lbs) Moment (ft -lbs) ' Wind •518 '17.06 -sm - •883.1 Wind -130 15:75 •130 •2041 OIstance.From A to B t 27.50 Load Combinations Vertical Load lbs Horizontal Load lbs A: D+W 9158 •646 Ai 0.6D+W 7769 B: D.W 5568 8: 0.60+W 4179 AZ Location From Base Not Loads. Vertical Load Load (lbs) x (ft) x.(@) Vertical Load Otis) Moment (ft -lbs) (Moment (ft -lbs) Dead '6946 13.75 13.75 6946 95513 95513 , Wind -2593 5.50 22.00 .2593 -14264 •571755 ' Wind •6224 22.00 5.50 •6224 •136931 34233 Location From Base Not Loads Horizontal Load Load (lbs), y (h) Horizontal Load (lbs) Moment (ft -lbs) Wind 216 17.00 216 3671 s. Wind 518 11:75 S78 8163 Dlstonre From A to 8 t 27.50 - - Load Combinations - Vertical Load lbs Horizontal Load lbs A: D.W -277 734 A: 0.60+1V -1666 B: D+W •.1594' 8:0.60+W •2984 A3 Location; From Base Net Loads Vortical load Load (lbs) x k x (ft) Vertical Load (lbs) Moment (h -lbs) Moment (ft -lbs) - Dead 6946 13.75 13.75 6946 95513 95513 Wind 155G 5.50 22.00 1556 8558 34233 Wind - 6224 22.00 5.50 6224 136931 34233 • Location From BaseNat Loads " Horizontal Load Load (lbs) y (h) , Horizontal Load (lbs) Moment (It•lbs) " Wind =130 17.00 -130 2203 Wind •518 15.75 '•518 •8163 Distance From A to B s 27.50 Load Combinations Vertical Load lbs Horizontal load lbs A: D+W 6340 -648 _ A: 0.60+W 4950 - ' B: D.W 8387 8: 0.6D.W 6997 • • a A4 Location From Base Netloads Versical. Load load (lbs) .x (h) x (it) 'Vertical Load (lbs) Moment (ft -lbs) Moment (h -lbs) Dead ,6946 13.75 13.75 6946 95513 95513' - Wind •6224' S'.s0 22.00 .-6224 -34233 -136931 Wind -2593 22.00 -5.50 -2593 -57055 -14264 Location From Bas a Not Loads - Horizontal Load Load (lbs) y (ft) Horizontal Load (lbs) Moment (ft -lbs) Wind S18 17.00 518 6811 Wind 216 15:75 216 3401 Distance From A to B t 27.50 Load Combinations Vertical Load Itis Horizontal Load 11hil A: D+W -2469 734 A: D6D.W •3858 ` 8: D+W 598 8:0.60+W ,792 Summit Structural Design Project: Moffitt FOlris Engineer: RK8 Design of: Base Loads, MWFRS Bl i Location From Site Net Loads Vertical Load Load (Ib; a (ft) x ((t) Venial Load (lbs) Moment (ft -lbs) Moment (It•lbs) Dead 6946 13.75 13.75 6946 95513 95513 Wind •5705 5.50 22.00 •5705 41380 •115520 ' Wind •519 22.00 $.SO •519 •11011 -•2853 Location From Base Net loads Horizontal load Load (lbs.. 9(It) Horizontal Lead (lbs) Moment (It•lbs) • Wind 475 17.00 '475 8077 Wind .43 15.75 43 680 0111ance From A to B 1 27.50 Load Combinations Ver1i 3Load lbs Hcritomol Load lbs A; D}w •1513 518 A: 0.60.W •1903 81 Dew - .1236 8: 0.6DaW 846 B2 Location From Base Net Loads Vertical Load Load(Ibs x(11) x(H) Vertical Load(Ibs) Moment(It•lbs) Moment (ft -lbs) Dead 6946 1335 13.75 6946 95513 95513 Wind •5705 5.50 12.00 •5705 .31380 -125570 sllnd •3112 I2.00 5.50 •3112 •68465 •17126 Locatlon From Base Net Load,. No,( ... W Load Load (lb,' 9(Ft) Herixontal Load(lb,) Moment (ft•Ibsl Wind 475 17.00 475 8077 Wind 259 15.75 259 4081 Durance From A to 8 1 27.50 ~ Load Combinatiom VortlG I Load lbs Horizontal Load lbs A: D.W • 2156 734 A: 0.60eW ..3545 8:NW :285 3 8: 0.60.w ties B3 Location From Base Net Loads•. Vertical Load Load(lb.1 a(it) x(ft) Venlal Load (11H) Moment (ft -lbs) Moment(f1•lbs) Dead- 6946 13.75 13.75 6946 95513 95513 Wind •519 5.50 22.00 •519 .2853 •11411 Wind •5705 22.00 5.50 -5705 •125520 •31380 a ^ location From Base Net Loads Horizontal Load Load(lbs). Ylit) Horizontal Load(Ibs) Momant(fl•lbs) Wind 43 17.00 43' 734 Wind 475 15.75 _475 7483 Distance From A to r 27.50 Load Combinations Vartla9 Loaf Ihs horizontal Load lbs A: DsW 1618 518 A: 0.601W ,229 8: DeW X96 8: 0.6D*W •;2285 a E14 Location From Basa Net Loads Vertical load Load(Ibs) x(h) x(it) Vertical Load(Ibs) Momentilt-lbs) Moment(it•lbs) Dead 6946 13.75 13.75 6946 95513 95513 Wind •3112 5.50. 22.00 •3112 47116 •68465 Wind •5705 22.00 5.50 •5705 •115520 •31380 Location From 8as4 Net Loads Horizontal Load' Load(lbs). y 0 Horizontal Lead (lb,), Moment((t•lbs) Wind 259 17.00 259 4405 Wind 475 15.75 475 7483 Div-, From A toe 1) 27.50 Load Combinations Venial load Ihs Ilorhontal Load lbs A: D.W 2590 7;q A: 0.60.W 4979 8: DeW •1281 t 8: 0.6DeW •1671 _ 12 i Summit Structural Design Project: Moffitt Farms Engineer: RKB Design of : [lost Load Distribution Wind Seismic Combined Post Load (for Pair)= 734 lbs Combined Post Load (for Pair)= 1752 lbs Post 1: Post 1; h1= 13 ft h1= 13 ft E1= 2900000.0 psi E1= 29000000 psi 11= 28:6 in' 11= 28.6 in Post 2: Post 2: hz= 15.25 ft h2= 15.25 ft E2= 29000000 psi E2= 29000000 psi 12= 39.5 in 12= 39.5 in° Loads: Loads: Post 1= 396 lbs Post 1= .944 . lbs Post 2= 339 lbs Post 2= 808 lbs Summit Structural Design Project: Moffitt Farms Engineer: RKB Design of: Foundations Allowable Soil Bearing: 1500 psf Concrete Compressive Strength: 2500 psi 11 Summit Structural Design Project: Moffitt Farms Engineer: RKB Design of : Post Foundations, Nonconstrained (IBC 2012) Embed Depth, d= 4.02 ft. A= 0:73 b= 9:2 ft. Diameter of round post or diagonal dimension of square post. d= 4.25 ft. Depth of embedment, but < 12' for purpose of computing lateral pressure. h= 16,8 ft. Height of applied load.. P= 808 lbs. Applied load. S1= 283 psf Allow. lateral bearing pressure based on 1/3 of embed depth. Embed Depth, d= .4.11 ft. A= 0.85 b= 9.2 ft. Diameter of round post or diagonal dimension of square post. d= 4.3 ft. Depth of embedment, but < 12' for purpose.of computing lateral pressure. h= 14,5 ft. Height of applied load. P= 944 lbs. Applied load. S1= 283 psf Allow.. lateral bearing pressure based on 1/3 of embed depth. ��a �o ria ; p � 0.�s (�-a � t, r � � ► �, . i k t; �� .Sz�►Sao��€ 'ti �� I�.1� ate, �i = • X016 � i`� Summit Structural Design Project: Moffitt Farms Engineer: RKB Design of: Post Foundations, Nonconstrained (IBC 2012) — rl� Embed Depth, d= 3.50 ft. A= 0.56 b= 7:8 ft. Diameter of round post or diagonal dimension of square post. d= 3.75 ft. Depth of embedment, but < 12' for purpose of computing lateral pressure. h= 16.8 ft. Height of applied load. P= 469. lbs. Applied load. S1= 250 psf Allow. lateral bearing pressure based on 1/3 of embed depth. Embed Depth, d= 3.57 ft. A= 0.66 b= 7.8 ft. Diameter of round post or diagonal dimension of square post. d= 3.8 It. Depth of embedment, but < 12' for purpose of computing lateral pressure. h= 14.5 ft. Height of applied load.. P= 548 lbs. Applied load. 51= 250 psf Allow.. lateral bearing pressure based on 1/3 of embed depth. pip Anchor DesignerTM ko", Software 4 Version :2.3:5365.10' .Company:. Date: 4/2$/2016' Engineer.., Page: '•114 - Project:_ x 4 Address: Phone: Y ,r , ._ _ ....... 1.Pro ect information,..� ►, , � " `• „z x , Customer company: ProjecCdescnpUon: 4 ' Customer contact name: Location:. ' �.< Customer e-mail: r Ck ' e Fastening' description oinmen` ' 2., Input Data & Anchor Parameters .k„ .. - Base'Matenal 4 Y s General + / 1 .i= Design methddACI 318-08 A Concrete: Normal=weighl> Units: Im enaf units y ' t Concrete thickness, h (inch): 21 00' Slate: Cracked' Anchor Information, - • -• _ Compressive strength f� (psi): 25.00a �•. r Anchor type: Casi'in place' 4�o;v: 1:0 Material: AB Reinforcement condition BIbiti'on,;B shear., ;. r Diameter(inch) 1'125 Supplemental' reinfo�cemenLNotapplicable { _Effective.Embedrrient depth;; he (inch) 24:00.0 Do not evaluate concrete breakout intension>°No Anchor category: `` Do not, evaluate concrete breakout in-,shear;'No • -Anchor ductility: Yes r. Ignore,6do requlrement.No. .$ + hmt„ (inch): '6.5p . > y Build up'grout pad: Yes. u Cnin (inch): 5 _ Smm'(inch)t 6.75 Base Plate., y` +' Length x Width x Thickness -(inch) 14 00. x 14.00 x 0:75 r Load'atid Geometry - F Yield stress: ,5OOOO psi t t y Load factor source: ACI. 318: Section 9.2 Load combination: not`set` Profile type/size: HSS6X6X5/16 t, Seismic design: Yes t. ' " ,Anchors:subjecled to sustained tension: Notapplicable Strength -.t r - th reduction factor for.,brittle failure, ' 9 ¢'ar.Or4 Apply entire ;shear load at front row: No. t' " ` ? r ,Anchors;only resisting wind,and/or.seismic loads- Yes. ` -Figure 1> Z• e`s � x Aa��(�}ri5 sv^si u �'Y� j IJIt r,}•hZs tom{ F '4 y liili?i'?i `•w:r.'r' �t:M,71 r' , t., . jk O-,15657 it ,r'kx�,. 34 '�-,i�ix fi�1 � 5 .Yr i i ale T l yy��rr s �d� y�3 -1 s ril t i1 a ei<{,"ph at a;' i+k'3liplu i �n7 � _9 'sr d}!t)Ib t -,, � �� Ir• �' 1 s.af�h •.. 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R �1 : r rv4 7�'r^ }° :� .t,, P�L�?•IL�a+, fr' It, "+ { F `!, w �i Vkiflit isr NOT } ? r ., .�. . �,Ij•7 'ld )� R^'sl i��y •i} }HN= • (4 u•l M,tt , 1 h ,!'i ij 7t 11 i L! Y IL ” Recommended Anchor' z x ,. _ r 'i, ;' •k ' Anchor Name;`PAB Pre -Assembled Anchor Bolt - PAB9 (1 1)8' 0) r l; a r< r 1 •...,. I �. tui. , �. !•.-., � ♦' 'r: • .. _..:_. __ .. _.._... s ........ _ *nput data and'results must be checked for agreement with the existing circumstances, the standards andguidelines must be checkr:d for • , ,' plausibility.-, , • r ilYi p ,on:Sir•S,ompany Inc ' 5956 W, Las Positas Boulevard Pleasanton; CA 94588 Phone: 925 560.9000 Fax: 925:847.:31371 www.!;trongtie.coni ° ;- -,T J'. .. IL;L UO Anchor Designer TM Mmf', Software i � Version 2.3.5365.10 Company: Date: 4/28/2016 _ Engineer: Page_ 3/4 Project: Address: Phone - E -mail: 3. Resulting Anchor Forces in Tension (Sec D.5.2). ... _............ . . Anchor Tension load, Shear load x, Shear load y, Shear load combined, 21.000 Nua (lb) Vu.. (lb) V„oY'(lb) J(Vuax)°+(V.Y)' (lb) 1 15548.2 337.0 0.0 337.0 2 15548.2 337.0 0,0 337.0 3 0'.0 337.0 0:0 r 337.0 4. 0.0 337.0 0.0 337.0 - •Sum 31096.4 1348.0 0.0 1348.0 Maximum concrete compression strain (%.): 020 <Figure 3> Maximum concrete compression stress (psi): 849 Resultant tension force (lb): 31096 Resultant compression force (Ib): 15439 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'NY (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec D 5 1i Nsa (lb) 0' f6Nsa (lb) 44255 0.75 33191 C)2 -flDn.. 0-3 x 5. Concrete Breakout Strength of Anchor in Tension (Sec D.5.2). Nb = 16A -,If �heAll (Eq. D-8) i f, (psi) her (inj Nb (lb) ` 1.00 2500 21.000 127876 0.750doNcgg =0.750do (Av,1 At46) Pbb;N %d,N'NgN y'cp.NNb (Sec. D:3.3.3, 0.4.1 & Eq. D-5) AA'c (in') ANbe (in Z) `Pel.N Wed,N WON FCP;N Nb (lb) 0.750dONab9 (Ib) 4628.25 3969.00 1.000 1.000 1.00 .1.000 127876 0.70 31314 6. Pullout Strength of Anchor in Tension (Sec D 5 3) 0.750cio . = 0.750doll1c•PNp = 0.750dOi'Pc.P8Ab,YN (Sec. D.3.3.3, D.4.1, Eq. D-14 & D-15) `AC,P AbIg (W) is (psi) 0 0.750doNPn (lb) 1.0 6.57 r 2500 0.70 27588 t Inpui data and results must.be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson S;lcrng•'F`ie Company Inc, 5956 W. La's Positas Boulevard, Pleasanton,.CA 94588 Phone: 925.560.9000 Fax: 925:847,3871 www.strongtie.coin U. Lawligio.."A Anchor Designer TM r ,s IM! Software 01M®R-101610 1- Version 2.3.5365.10 Company: Engineer: Date:4f28/2016 Page:] 4/4 Project: Address: Phone:, E-mail: 8. Steel Strength of Anchor in Shear (Sec. D,6.1) Interaction of Tensile and Vo (lb) 0 OivouWsa (tb) Tertsion Factored Load,-%. (lb) 26550 0.8. 0.65 13806 Ratio Status Steel 15548 33191 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.2) Pass Concrete breakout 31096 31314 Shear perpendicular to edge in x -direction: Pass (Governs) Pullout 15648 27588 0.56 (Eq. D-.24) Shear Factored Load, Vu. (lb) Design Strength, oV. (lb) Ratio Status to (in) da (in) A fro (psi) coi (in) Vox (lb) 0.02 Pass T Concrete breakout x+ 9.00 1.13 1.00 2500 21.00 54149 Pass (Governs) 11 Concrete breakout y- 674 0.750doVcbgx = 0.75.0do (A vc I A wo) Y1ccvV-edv IN 011h,Wu (Sec. D.3.3.3, D.4.11 8, Eq. b-22) 0.03 Pass (Governs) Pryout Ave (int) Avco (in') 'PO C, V V'O d. V PC, V Fh. V Vb, (lb) 0 0.750dOVCb9x (lb) '1944..00 1984.50 1.000 1.000 1.000 1.080 54149 0.70 12032 Shear parallel to edge%in x -direction: PAB9 (1 1/8"0) with hef = 24.000 inch meets the selected design criteria. Vb, = 7(k/d.)0.24da1qfcCorl.5 (Eq. D-24) (in) d. (in) r� (Psij car .(in) Vby (lb) 9.00 1.13 1.00 2500 21.60 54149 0750dPag,. = 0.75040 (2)(AwlAv.) 1116cv Vudy 1116,v 11,1h,vVby (Sec. D.,4.1, D.6.2.1 (c) & Eq. D-22) A v, (W) Avco (W) 41,ocy Wod, V Y'C, V v Voy (Ib) 0 0.750dol/cbp (lb) 1944.00 1984.50 1.000 1.000 1.000 1.080 54149 0.70 24064 10. Concrete Pryout Strength of Anchor in Shear (Sec, D,6.31 0.750do Vpg = 0.750dOkpN,*g = 0.750dOkp(At4v1A*o) V'QCNW6,djv1P6.oPcp.,vNb (Eq. D- - 31) kO Atic (in') A tY. (in') edcA Vled.N V-10, tv V-'% N Nb (Ib) 0 0.750doVp, (lb) 2.0 5.184.00 3969.00 1.000 1.000 1.000 1.000 127876 '0.70 70149 11. Results Interaction of Tensile and Shear Forces (Sec. D.7) Tertsion Factored Load,-%. (lb) Design Strength, o% (lb) Ratio Status Steel 15548 33191 0.47. Pass Concrete breakout 31096 31314 0.99 Pass (Governs) Pullout 15648 27588 0.56 Pass Shear Factored Load, Vu. (lb) Design Strength, oV. (lb) Ratio Status Steel 337 13806 0.02 Pass T Concrete breakout x+ 1348 12032 0.11 Pass (Governs) 11 Concrete breakout y- 674 24064 0.03 Pass (Governs) Pryout 1348 70149 0.02 Pass Interaction check NU./ON,, V../Ov Combined Ratio Permissible status Sec. D.7.1 0.99 0.00 99.3'% 1.0 Pass, PAB9 (1 1/8"0) with hef = 24.000 inch meets the selected design criteria. 12. Warnings - Designer must exe rcise own judgement to determine. if this design i s suitable. .......... . ...... ... ....... ... Input data and results must'be checked for agreement with the existing circumstances, thestandardsand guidelines must be checked for plausibility. 15:m,p.-son StrongrTte. Company Inc. 5956 W. Las Positas Boulevard Plbasantbn, CA 94588 P,honb; 925.560.0000 Fd* 925.847;3871 mvw.strongtle.com D Summit Structural Design Project: Moffitt Farms Engineer: RKB Design of: Rectangular Steel Post AISC-13th Ed. ASD Post. P= 944 lbs. Max ASD Load h= 174 in. Height of Load Above Base Plate. Fy= 46 ksi Yield Strength of Steel Mmax=. 164256 in: -1b. Max MMT in Post Zre 'd= 5.96 in.' Plastic Section Modulus Required Zreq'd=(1.67'Mmax)/Fy Post Fillet Weld Size: HSS Side d= 6 In. Outside Dim. of HSS Depth Parallel to Bending HSS Side w= 6 1n. Outside Dim.of HSS Width Perpendicular to Bending Area of Weld= 24 in.' Assumed 1" Wide Weld A=2d+2w S of Weld= 48.00 in? Assumed 1" Wide Weld S=dw+d2/3 Shear Load PIA= 39.3333 psi Tens. Load M1S= 3422 psi Tot. Weld Load= 3422.23 psi Square Root of the.Sum of the Squares (Elastic Vector Method) Electrode Fexx= 70 ksi Ome a= 2 a re 'd= 0.2500 in. =Greater of Required Weld Size a a=(oinega•ToL. Weld Load)/(0.6'Fexx'0.707) and Minimum Fillet Weld Size Minimum Fillet Weld Size Material Thickness of Thicker Part Joined in. Min Size a in. To 1/4" Inclusive 1/8 Over 1/4" to 1/2" 3/16 Over 1/2'' to 3/4" 1/4 Over 3/4" 5/16 Centered Rectangular Base Plate: Fy Plate= 50 ksi Tot: No: oPBolts= 4 Dia. of Bolts= 1 in. Bolt to Bolt Dlst.= 9 in. Bolt to Bolt Distance Parallel to Bending: Bolt to HSS Dist.= 1:5 in. Boll to HSSDistance Parallel to, Bending Plate Width b= 14 in. Dim. of Plate Perpendicular to Bending Tre 'd= 0.6 in. Required Plate Thickness Treq'd=v(4'1.67•Mmax/(Fyb)) D Summit Structural Design Project: Moffitt Farms Engineer: RKB Design of: Rectangular Steel Post (AISC-13th Ed.) ASD Post: P= 806 lbs. Max ASD Load h= 201 in. Height of Load Above Base Plate. Fy= 46 ksl Yield Strength of Steel Mmax= •162408 in. -Ib. Max MMT in Post. Zreq'd= 5:90 in. plastic -Section Modulus Required Zreq'.d=(1;67'Mmax)JFy. Centered Rectangular Base Plate: PostFillet Weld Size: Fy Plate= 50 HSS Side d= 6 in. Outside Dim. of HSS Depth Parallel to Bending HSS Side w= 6 in. Outside Dim.of HSS Width Perpendicular to Bending Area of Weld= 24 in .2 Assumed 1" Wide Weld A=2d+2w S of Weld= 46.00 in? Assumed 1" Wide Weld S=dw+d2/3 Shear Load PIA= 3316667 psi Plate Width b= 14 Tens-. Load: M/S= 3383.5 psi Treq'd= 0.6 Tot. Weld Load= 3383.67 psi Square Root of the Sum of.lhe Squares (Elastic Vector Method) Electrode Fexx= 70 ksi Omega= 2 a req'd= 0.2500 in. Greater of Required Weld Size a a=(omega'Tot: Weld Load)/(0:6'Fezx*0.707) and Minimum Fillet Weld Size Minimum Fillet Weld Size Material Thickness of Thicker Part Joined (In.) I Min Size.a (in.) To 1/4" Inclusive 1/8 Over 1/4" to 1/2" 3/16 Over 1/2" to 3/4" 1/4 Over 3/4" 5/16 Centered Rectangular Base Plate: Fy Plate= 50 ksi . Tot. No. of Bolts= 4 Dia. of Bolts= 1 in. Bolt to Bolt Dist.= 9 in. Bolt to Bolt Distance Parallel to Bending Bolt to HSS Dist.= 1.5 in. Bolt to HSS Distance Parallel to Bending Plate Width b= 14 in. Dim. of Plate Perpendicular to Bending Treq'd= 0.6 in. Required Plate Thickness Treq'd=V(4'1.67'Mmax/(Fy'b)) Summit Structural Design Project: Moffitt Farms Engineer, RKB Desien'of: Cantilever Column r Steel Code Check for Structural Tubing Per ANSI/AISC 360 Properties Loads Member Length, L = 14.5 fi Axial Load, Pe, = 3.47 kips K = 2.1 Axial Load, P„ = kips Yield Stress, Fy = 46,0 ksi Seismic Wind Modulus of Elasticity, E = 29000 ksi Shear, Vx = 0.94 0.40 kips Height, h = 6.00 in. Vy = 0.00 0.00 kips Width, w - 6.00 in. Wall thickness, t = 0.29 in Note: Radius of Gyration, rx - 2.31 in See lateral design for Seismic and. Wind Radius of Gyration, ry = 2.31 in load,development. + Area, A = 6.43 Int Section Modulus, Sk = 11.43 in3 Section Modulus, Sy = 11.43 in3 Moment of Inertia; Ix = 34.30 in4 Section O.K. _ Moment of Inertia, ly = 34.30 in4 ZX = 11.2 in3 Zy = 11.2 in4 Compression Section ok forCompresslon Critical Load Combination, P = 3.47 kips. c15%of Allowable - Section ok for Cantile'verColumn W, 1.670 431•(E/Fy)^{1/2) = 118.261 • - x-axisY axis KI/r = 158.17 158.17 Fe = 11.441 ksi 11.441 ksi Fcr= 10.1479128 ksi 10.1479128 ksl Pn = 65.2227022 kips 65.2227022 kips Allowable Compressive Strength Pn/Wc = 39.0555103 kips .39:0555103 kips Bending Section ok for Bending Wb 1.670 x-axis y aXiS, Seismic Sending Moment, M = 164.32 k -in 0.01 k -in Wind Bending Moment, M = G8.85 k -In - 0.61 k -in Compact Compact Nominal Flexural Strength, Mn 515.20 k -In 515.20 k -In Allowable Flexural Strength; Mn/Wb 308.50'k -in 308.50 k -1n Shear Section ok for Shear W„ 1.670 kv S x-axisy anis Q. 9,96 in3 9.96 In3 Cv = 1 1 Aw = 2.81 Int 2.81 int Design Shear Stress, fv = VQ/lt 0.49 ksi 0.00 ksi Nominal Shear Strength, Vn = 77.68 kips 77.68 kips Allowable Shear Strength, Vn/W„ = 46.52 kips 46.52 kips Combined Bend & Comp. Section ok for Combined Eqns. Pr/Pc 0.09 Eqn Hl -lb 0.577 Deflection Section ok for. Deflection Calculated Deflection, DMAX = 2.640 in. Allowable Deflection, DALLQVJ= 4.350 in k Summit Structural Design Project: Moffitt Farms Engineer: RKB Design of: Cantilever Column Steel Code Check for Structural Tubing Per ANSI/AISC 360 Properties _ Loads Member Length, L = 16.75 ft Axial Load, Poi = 3.47 kips K = 2,1 Axial Load, PU = kips Yield Stress, Fy = 46:0' ksi Seismic Wind Modulus offlasticity; E = 29000 ksi Shear,.Vz = 0.81 0.34 kips Height, h = 6.00 in. VY = 0.00 0:00. kips Width, w = 6.00 in. Wall thickness,,t = 0.35 in Note: Radius of Gyration, rx = 2.28 in See lateral design for Seismicand. Wind Radius of Gyration, ry = 2.28 In load development. Area, A = 7.58 Int Section Modulus, Sx - 13.15 in3 Section Modulus, Sy = 13.15 in3 Moment of Inertia, Ix = 39.45 Ino Section O.K. Moment of Inertia, ly - 39.45 in4 Zx = 19.8 In3 Zy= 19.8.In4 Compression Section ok for.Compresslon Critical Load Combination, P = 3.47 kips. < 15% of Allowable.- Section ok for -Cantilever Column WC 1.670 (1/2) _. 118:261 X-axis y axis KI/r = 184:97 184.97 Fe = 8,366 ksi 8.366 ksi Fcr = 7.42060707 ksl 7.42060707 ksl Pn = 56.2120734 kips 56.2120734 kips . Allowable Compressive Strength Pn/Wc = 33.6599242 kips 33.6599242 kips Bending Section ok for Sending Wb 1.670, x-axisy axis Seismic: Bending Moment, M - 162.41 k -in 0.01 k -in Wind Bending Moment, M = 68.05 k -in 0.01 k -in " Compact Compact Nominal Flexural Strength, Mn 910.80 k -in 910.80 k -in Allowable Flexural Strength, Mn/Wb 545.39 k -In 1 545.39.k -in Shear Section ok for Shear W„ 1.670 kv 5 x-axisy axis 4= 11.52 in3 11.52•.in3 U - 1 1 Aw = 3:21 int 3:21 In2. Design Shear Stress, fv.= VQ/It 0.38 .ksi 0.00 ksi Nominal Shear Strength, Vn = 88.70 kips 88.70 kips Allowable Shear Strength, Vn/W„ = 53.11 kips 53.11 kips Combined Bend & Comp, Section ok for Combined Egns. Pr/Pc 0.10. Eqn 1-11-1b 0.349 Deflection Section ok for Deflection Calculated Deflection, DMAX = 3.055 in. Allowable Deflection, CALLOW = 5:025 in r , Summit Structural Design Project: Moffitt Farms ; Engineer: RKB Design of: C+C Wind Loads for Open/Monoslope Bldg (ASCE 7-1.0) Design Wind. Loads on Open Monoslope Bldg: F=ghGCNA (lbs) Determination of q,, Velocity Pressure • qh:- 13:68 psf qh=0.00256K=K,tKdV2LCF z= 16,5 Height Above.Ground Level, ft KZ= 0.87 Calculated Velocity Pressure Coefficient K=,= 1.0 Topographic Factor (1.0 for Flat Terrain) Kd= 0.85 Wind Directionality Factor V= 110 Basic Wind Speed, mph LCF= 0.60 Load Combination Factor -G= 0:85 Gust-Eff6ct Factor Exposure= C Wind Exposure Category i 3 2 Terrain Exposure Constants I I Bi I 1 r 2 z (ft) a bar s ..;..... _.._...... : c 1 (ft) E bar z bar (ft) gQ=g„ B 7.0 1200 0.25 B== 90 Plan Dimension of Building Measured Perpendicular•to Wind uirection, tt L= 32 Plan Dimension of Building Measured Parallel to Wind Direction, ft a= 3.2 Width of Pressure Coefficient Zone, ft. Determination of CN, Force Coefficient Terrain Exposure Constants Exposure a z (ft) a bar b bar c 1 (ft) E bar z bar (ft) gQ=g„ B 7.0 1200 0.25 0.45 0.3.0 320 0.33 30 3.4 c 9.5 900 0.15 0.65 0.20 500 0.20 15 .3.4 D 11.5 700 0.11 0.80 0.15 650 0:125 9.9 3.4 Determination of CN, Force Coefficient Effective Wind Clear Wind Flow Obstructed Wind Flow Area, EWA Zone 3 Zone 2 Zone,1 Zone 3 Zone 2 Zone 1 EWA 5 az 2.91 -3187 2.18 -1.95 1:45 -119 1.38 -4.55 1:05 -2.31 0.69 -1;52 a2 < EWA:5 4aZ 2.18 -1.95, 2.18. -1.95 1.45 -1.29 1.05 R -2.31 1.05 -2.31 .0.69 -:1.52 EWA > 4a2 1.45. -1.29 1.45 4.29 1.45 4.29 0.69 -1.52 0.69 -1.52 0.69 -1.52' Determination of Wind Pressure, F (psf) Effective Wind Clear Wind Flow Obstructed Wind Flow Area, EWA r Zone 3 Zone 2 Zone 1 Zone 3 Zone 2 Zone 1 EWA:5 a 33.8 . -45.0 25.4 -22.7 16.9 -15.0 16.1 -52.9 12.3 -26.8 8.0 -17.6 a < EWA15 4a2 25.4 -22.7 25.4 -22.7 16.9 -15..0 12.3 -26.8 12.3 -26.8 8.0 -17.6 EWA >4a 2 ' 16.9 -15.0 16.9 -15'.0 16.9 -15,0 8.0 -17.6 8.0 -17.6 8.0 -17.6 Project: Typical .Beam, Down Load Andy Johnson, P.E., SUMMIT STRUCTURAL DESIGN March 07, 2016 C:\Users\Ryland\Desktop\1.6-151 Moffitt Solar Shade Structures\Calculations\ c Design Group Results Design Group: DG2 per AISC ASD (2010) Designed As: W1438, Material: \Steel\ASTM A992 Grade 50 Strong Deflection. Check Member Result Offset Demand.dy Capacitydy Code Unity Details Name Case ft in in Ref.. Check BmX002 Wind »-Y 13.750 -0.996 1.833 IBC 1604.3.1 0.54 OK Stronq Flexure Check Member , Result Offset Demand Capacity Mz Code Unity Details Mz Name Case ft K -ft K -ft Ref. Check _ BmX002 D+.75(La•.6W+Lr) u) Y 13.750 82.843 153.443 F2=1 0.54 OK Lb 6.875 ft, Cb 1.063 Strong Shear Check Member Result Offset Demand'Vy Capacity Vy Code Unity Details Name Case ft K K Ref. Check _ BmX002 D+.75(L+.6W+Lr) ))-Y 27.500 -12.381 87.420 G2-1 0.14 OIC Project: Typical Beam., Uplift Load Andy.Johnson, P.E., SUMMIT STRUCTURAL DESIGN March 07, 201"6 C:\Users\Ryland\Desktop\16-151 Moffitt Solar Shade Structures\Calculations\. Design Group Results Design Group: DG2 per AISC ASD (2010) Designed As: W14x38, Material: 1Steel\ASTM A992 Grade 50 g Deflection Check ?er Result Offset Demand dy Capacity dy Code Unity Detail; Case ft in in Ref. Check 02 Wind »+Y 13.750 1.092 1:833 TBC- 1604:3.1 0.60 OK Strong Flexure Check Member Result Offset Demand. Mz Capacity Mz Code Unity Details Name Case ft K -ft K -ft Ref. Check BmX002 .6D+,6W »+Y 13.750 -40.676 52.548 F2-3 0.77 OK Lb - 27.500 ft, Cb := 1.141 strong Shear Check Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Case ft K K Ref. Check____ BmX002 D+Lr 0.000 8.032 87.420 G2-1 0.09 OK S3 QAEP SPAN i Simple Span Load Tables for Cees SECTION 14 GA SPAN FT LOAD LB/FT 12 538 SECTION �"m �slt"'F'iSii%2 14 GA SPAN FT .T7CiCitiu 12 LOAD �ts3��it �i: ':.±a 504 SECTION ..W1�IiG1Y�IfW1 14 GA SPA04 FT ( 1.2 LOAD LB/FT 530 14 396 14 370 14 -- 389 15 345 15 323 '15 339 18 239 18 224 �.18 235 20 194 20 182 20 191 22 160 22 150 27 158 -- 2.4 135 24 12624- 132 25 124 25 116 25 122 - 28 96 28 93" 28 97 30 78 30 79 30 .._32 _- 85 74 :32 65 32 65 .34 54 34 55 3.3 63 12 GA 15 586 12 GA. 15 59512 .GA ^15 627 '18 407 18 41-3 18 436 20 329 20 335 20 353 22 272 22 277 2? 292 24 228 24 231 2.4 - 245 25 201 25 205 —?5 --- 226 28 143 28 146 I_�3 '175 30 117 30 118 30 142 32 96 32 98 32 '-- 117_._-._ 34 80 34 -8'1 34 98. .35 73 . 35 75 .3 1; 90 3s 57 38 58 3.2.3 70 Load Tables for 12 x 3.5 Z ' C AEP Span Cees and Zees structural Sections two (11ilpan Section;'tk,41'��€r� D x B Span [ft] Stress Load [lb/ft] Deflection Load [Ib/ft] Stress Load [Ib/ft] TWO SPAN Deflection Load [Ib/ft] BEIM Stress Load [Ib/ft] Deflection Load [lb/ft] 12 X 3.5 Z L/180 LJ240 L/180 L/240 L/•I 80 L/240 14 GA 14 275 275 275 332 332 332 408 408 408 15 248 248 248 297 297 297 363 363 363 16 224 224 224 267 267 267 323 323 323 18 186 186 186 219 219 219 262 262 262 20 157 157 157 182 182 182 216 216 216 22 133 133 133 154 154 154 180 180 180 24 115 115 115 131 131 131 152 152 152 25 107 107 107 122 122 122 141 141 '141 26 100 100 F 100 113 113 113 130 130 130 28 87 87 87 98 98 98 112 112 112 30 77 77 77 86 86 86 97 97 97 12 GA 14 724 7.2.4 724 945 945 945 967 967 967 15 636 636 63.6 820 820 820 861 861 861 16 563 563 563 716 716 716 771 771 771 18 449 449 449 5.58 558 558 629 62.9 629 20 365 365 365 445 445 445 523 523 523 22 302 302 302 362 362 362 442 442 442 24 254 254 254 299 299 299 363 363 363 25 234 234 234 274 274 274 329 329 329 26 216 216 216 252 252 252 300 300 300 28 186 186 186 214 214 214 252 252 252 30 162 162 162 184 184 184 214 214 2'14 NAEP SPA _.-...._..-_. ...... ............................... .... .... .Zee Purlins Lap AEP SPAN Standard Punching 3/4'_',4" Total Lap Length Super Lap 35" 35" 6'- 3 1/2" Max Lap 23" 23" .... 4'- 3 1/2" Long Lap 11". 11" 2'- 3,1/2" CL of support, 4 i ® 9/.16" biometer ROUnd Punch (5/8" dia. optional in Tacoma) ® 9/16" x 3/4" Oblong Punch (5/6" x 3/4" oblong optional in Taccima) AEP SPAN Lap Conditions TWO-SPAN Long !.ap 2' - 31/2" Mix Lap, 4'-31/211 w Super Lap 6' - 3,/2" FOUR-SPAN Long Lap 2'-31/2" - 2'-31/2" 2'- 31/2" Max Lap 4'-31/2" 4'-31/2" 4'-31/2" Std. Lap 41-31/2' 2'-31/2" 4-31/2" Extended Lap 6'-31/2" 4'-31/2" 6-31/2" SIX-SPAN Long Lap 2'•31/2" 2'-31/2' 21-3172" 21-31/2" 2'-31/2" Max Lip 4'-31/2" 4'-31/2" 4'-31%2" 4'-31/2" 4'-31/2" Std. Lap 4'-31/2" 2'-31/2" 2'-31/2" 2'-3?/2" 4'-31/2" ` Exteiicled Lap. 6'-31/2" 4'-31/2" 4'-31/2" 4'-31/2" 6'=31/2" Note: Dimension shown is the total lap length 4 January 2005