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HomeMy WebLinkAboutB14-1858 047-200-038SITE PLAN • Butte County Department of Development Services PERMIT CENTER a 7 County Center Drive, Oroville, CA. 95965 Main Phone (530)538-7601 Permit Center Phone (530)538-6861 Fax (530)538-7785 Assessor's Parcel Number: 19 ;® ® — M ® 0'. ® M 0 Permit #: Owner Name: Address / Phone: _ Site Location: Contact Name: BUTTE DO� COUNTY I -AUG S 7 L-014 ;N DEVELOpmENT k SERVICES 'SO lo M ✓ ` 'rya ; 40' zm"rx""�C� 14x +0 x 12 S! 'AdDF— C- C>-) e 1z ti �.0 Scale 1" _ �Srr Phone: K:\NEW-WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Comp1eted\DBP\DBP-03-Site-Plan-Paper-rev'd-3.6.2014 AKM.doc Page .1 of l FORM NO DBP -3 ' . FUTURE OCCUPANCY CHANGES WILL BE REQUIRED TO MEET THE REGULATIONS REQUIRED AT THE TIME OF PERMIT APPLICATION FOR A NEW OCCUPANCY CHANGE OR TENANT IMPROVEMENT J 1' See attached— Minimum erosion control and., sediment controls for projects disturbing less, than one acre PERMIT#,° BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE C PLIANCE DATE sv, Butte County Department of Development Services TIM SNELUNGS, DIRECTOR i PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 PERMIT # (630) 538-7601 Telephone (630) 538.2140 Facsimile BUTTE COUNTY DEVELOPMENT SERVICES 1Nwyv.butfecounty net/dds REVIEWED FOR www.butteaeneraiplan net CODE CMPLIANCE DATE BY -C ADMINISTRATION " BUILDING' PLANNING MINIMUM EROSION AND SEDIMENT CONTROLS FOR 'PROJECTS DISTURBING LESS- THAN ONE ACRE The BMP's (Best Management practices) listed below must be In place during the rainy season (October 16 through April 16) and may be required at other times based on weather and site conditions throughout the'year. The BMP's listed -are minimum requirements and additional BMP's could be required based on site conditions. • Stabilized entry: Provide minimum 3" to 6" fractured rock 50' long x 15' wide by 6" deep over construction grade. fabric: • All soils tracked onto• paved roadways mus! b 'cleaned up on a daily basis. When streets are wet or during a rain event there shall be no tracking 6f soils onto the strebt. • Wattles installed properly behind curb or sidewalks. . • Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site. • Internal filters placed inside each drain inlet. • Trash bars across the back of all drain inlets. • Stabilize all disturbed soils in the front yard areas within 16' of the back of curb or sidewalk. (Straw or erosion blankets may be used for this application) - • Stabilize all slopes where erosion could occur and cause' sift run off. (Straw, visqueen-or erosion blankets may be used for this application) • All paint, fuel, construction products etc. shall be stored in a covered location away from sidewalks and storm drain Inlets. • Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least 50' from the nearest storm drain inlet. • All trash must be collected and stored properly. Do not let items such as drywall mud boxes, paint buckets, cleaning material containers etc. come In contact with any rainfall or storm water runoff. • Provide a designated area for concrete washout. May bales lined with vlsqueen may be used for this application. Rollaway bins may also be used. All*concrete, washout systems shall be placed off of the paved streets. • After installation of the above items is complete a maintenance program needs to be developed to Insure the continued effectiveness of your BMP's. C:\Doownents and Settings\CLJrohnson\DesWp\Erosion & Sedivaent Control Measures.doc 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com Structural Calcula-, Client: Ashok Misri Project-. 16x60x16 Shade Cover BUTTE ::' COUNTY AUG 2 7 2014 DEVELOPMENT SERVICES For: BUTTE COUKTY DEVELOPMENT 5tHv1vtb REVIEWED FOR CODE COMPLIANCE DATE— +_BY+ -O -- Address: 15309 Reese Road, Chico, CA 9597.3 NOTE: ENGINEERING SCOPE WAS LIMITED TO CHECKING OVERALL STRUCTURE FOR MEMBER STRESSES, ANCHORAGE TO CONCRETE, AND FOUNDATION DESIGN TO RESIST UPLIFT LOADS DUE TO WIND FORCES. ALL OTHER ASPECTS OF EXISTING SHADE COVERS HAVE NOT BEEN VERIFIED OR CHECKED. ALL DRAWINGS HAVE BEEN PRODUCED BY OWNER/CONTRACTOR. ENGINEER HAS NOT MADE FIELD VISIT TO VERIFY MATERIAL CONDITIONS, SIZES, SHAPES, DIMENSIONS, ETC. 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 structural element or system not specifically noted in this set of specifications/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. a j::::jLjje7 spy w 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. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS'WITHOUTTHE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE S'T'RUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESE:NTTHE 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 BYTHE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO 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...) IST'HE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. G) SPECIAL INSPECTION: FULL-TIME 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 :=1500 PSF PER CBC TABLE 18-1-A. 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 MUSE BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED 5011.5 AND LEVEL OR STEPPED FOOTINGS. ANY OTHER � CONDITI.ONS'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, WALLFOOTINGS,,,AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. (12" TO 24" AS PER LOCAL . REQUIREMENTS) 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 DE' All- 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 PIPETO DRAIN TO DAYLIGHT. 1) FOR FOOTINGS.PI.ACED.ON OR ADJACENT"EO SLOPES,•.A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS`IN"VIOLATION OF FIGURE 18-I-1 OF 2001 CBC. THIS ENGINEER SHALL NOT BE LIABLE. FOR ANY FOUNDATION, NOT IN STRICT CONFORMANCE TO.SECTION,1805.5 OF THE 2001 CBC. K). WHERE: LOADING TO EXISTING FOUNDATIONS IS NOT SU85TANTIALL.YINCREASED OR MODIFIED, NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING FOUNDATIONS. ONLYTHOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY ASECOND STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING FOUNDATIONS MAY NOT' BESTRUCfURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER .SHOULD BE CONTACTED TO DETERMINE "EI•IE EXTENT:AND ADEQUACY OF THE EXISTING; UN-MODIFIED.PORTIONS OF THE FOUNDATIONS. .3 4. CONCRETE / REINFORCING A) CONCRETE SHALL -HAVE A MINIMUM 28 DAY STRENGTH:OF 2,500 PSI U.'.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTMC-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. IFTEST'DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION:OF' THE ACI CODE AND CBC APPENDIX, CHAPTER 19. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB=OWGRADE: AT GARAGE SLABS, USE+t" THICK S.O:G. WITH 114 BARS AT 1.8"O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER VAPOR: BARRIER(CONFORMING TO ASTM 1745), OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH 04 AT 18" E.W. ABOVE MID -DEPTH OF SLAB; OR.6X6 WWF ABOVE MID - DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. G) SAW -CUT TOP'/" OF SLAB TOR CRACK CONTROL ATINTERVALS NOTTO EXCEED 10'•0" WHERE. SLA6'15;:REINFORCED SAW CUT AT INTERVALS.NOTTO EXCEED 7'-0" WHERESLAB IS UN -REINFORCED. I) REINFORCEMENT COVER SHALL BE. ASFOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL ORWEATHER EXPOSURE: 115 BARS AND SMALLER: 1 Y", 116, BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: %" 1) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP REINFORCING 40 BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALT- 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'.. 5. MASONRY A). CEMENT MASONRY UNITS SHALL CONFORM TO CBC STANDARD 2:1.4, GRADE N, TYPE I, AND SHALL BE SINGLE OR DOUBLE OPEN END BOND BEAM UNITS. B) F'm MIN SHALL BE 1,500.PSI WITH COMPLIANCE VERIFIED AS REQUIRED PER CBC SECTION 2105.3. C) EACH CELL SHALL,BE COMPLETELY FILLED WITH GROUT CONFORMING TO ASTM C279 TYPE S WITH A MINIMUM STRENGTH OF 2,000 PSI. D) LAP REINFORCING THE GREATER 01: 60 LIAR DIAMETERS OR 2'-0". E) LOCATE ANCHOR BOLTS WITHIN 2" OF TIME CENTER OF A CELL. 6. FRAMING/ LIGHT GAUGE STEEL A) ALL STUD/TRACK MATERIAL SHALL CONFORM TO THE FOLLOWING: '54 MILS AND HEAVIER - 50 KSI MIN'. YIELD, ASTM A.570=GRADE 50 GALVANIZED STEEL PER ASTM A 446 -GRADED. *43: MILS AND LIGHTER - 33 KSI MIN. YIELD, ASTM A 570 -GRADE; 50 GALVANIZED STEEL PER ASTM'A 446 -GRADE A. B) ALL. MISCELLANEOUS COLD FORM STEELS SHALT_ CONFORM TO THE FOLLOWING: 33 TO 43 MILS - 33 KSI MIN. YIELD 54 TO 114 MILS - 50 KSI MIN. YIELD C) ALL WELDING SHALL BE PERFORMED BY CERTIFIED LIGHT GAUGE.STEEL WELDERS CERTIFIED.FOR AL1- APPROPRIATE DIRECTIONS PER ANSI/AWS D13, 1998. D) WELDING RODS SMALL CONFORM TO THE FOLLOWING: 54 MILS AND LIGHTER SHEET -TO -SHEET- E60XX 54 MILS AND HEAVIER SHEET' -1'O -SHEET- E70XX ORE E) WIRETYING OF FRAMING COMPONENTS IS NOT.PERMITTED. F) ALL CALCULATED STUD PROPERTIES, PER CBC 2.001, SPECIFICATION, ARE .BASED ON THE FOLLOWING TABLE: 97 MILS - 0.0966 INCH 68 MILS - 0.0677 INCH 54 MILS - 0.0538 INCH 43 MILS -'0.0428 INCH 33 MI LS - 0.032.9 I NCH 27 MILS - 0.0269 INCH 3 G) LATERAL BRIDGING FOR STEEL. STUDS IS REQUIRED WHEN WALLBOARD, INSTALLED PER CBC CHAPTER 25, DOES NOT CONTINUE FULL HEIGHT ON BOTH SIDES. BRIDGING SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS UNLESS SPECIFICALLY SHOWN OTHERWISE WITHIN THIS SUBMITTAL. H) ALL NOTES FOR CLARIFICATION AND ASSUMPTIONS ARE CLEARLY MARKED AND, MUST BE APPROVED OR VERIFIED PRIOR TO INSTALLATION. 1) AXIALLY LOADED STUDS SHALL HAVE FULL BEARING AGAINST INSIDE TRACK WEB PRIOR TO STUD AND TRACK ATTACHMENT. SPLICES IN AXIALLY LOADED MEMBERS SHALL NOT BE PERMITTED. J) TEMPORARY BRACING REQUIREMENTS ARE THE RESPONSIBILITY OF THE CONTRACTOR. K) ALL METAL -TO -METAL SCREWS SHALL BE GRABBER SELF -DRILLING PER ICC -ESR 5280._ L) ALL SCREWS SHALL BE FULLY DRIVEN AND HAVE A MINIMUM PENETRATION OF (3) THREADS THROUGH THE LAST MATERIAL JOINED. M) U.N.O. ROOF TRUSSES, RAFTERS AND FLOOR JOISTS SHALL BE ALIGNED OVER A BEARING STUD; THE ACCEPTABLE TOLERANCE FOR ALIGNMENT IS 3/4" BETWEEN THE WEB OF THE BEARING STUD AND THE WEB OF THE HORIZONTAL FRAMING ELEMENT. ALL STUDS AT UPPER LEVEL MUST ALIGN WITH STUDS AT LOWER LEVEL. N) WALLTRACK SPLICE: THE TOP AND BOTTOM TRACK SHALL BE MADE CONTINUOUS BY MEANS OF SPLICING THE TRACK. SEI: "TYPICAL DETAILS. 0) JOIST BLOCKING AT INTERIOR BEARING WALLS: ALL JOISTS SHALL BE BLOCKED WITH A COMBINATION OF STRAP AND INTERMEDIATE BLOCKING OR SOLID CONTINUOUS BLOCKING. P) ALLOWABLE PENETRATIONS: CONFIRM THAT PUNCHOUTS OR PENETRATIONS ARE NOT CLOSER.THAN 24" O.C. OR LOCATED CLOSER THAN 10" FROM A BEARING STUD. THE SIZE: OF A PUNCH OUT OR PENETRATION SHALL NOT BE CONGER THAN ONE- HALF THE WEB DIRECTION AND NOT MORE THAN 4 1/2" LONG IN THE MEMBER DIRECTION. Q) FIELD CUTS: FIELD CUTS THROUGH FLANGES OF STUDS OR TRACKS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY APPROVED BY THE ENGINEER. R) WHENEVER (2) STUDS ARE CALLED FOR IN STRUCTURAL DRAWINGS FOR USE AS BEAM OR HEADER SUPPORTS OR FOR THE END OF 51•IEAR WALLS THE STUDS MUST BE BACK-TO-BACK. THE STUDS MUST BE SCREWED TOGETHER WITHA MINIMUM OF (2),1110 SCREWS AT 18" O.C. AND 9" MAXIMUM FROM EACH END. THE SCREWS/PUNCH MUST BE WITHIN 3/4" OF EACH FLANGE. 7. STEEL 7.1 STRUCTURAL STEEL A.) STRUCTURAL STEEL: ROLLED STE_EL.SHAPES, PLATES', AND BARS SHALL CONFORM "TOA.STM A-36 AND CBC STANDARDS 27-.1 AND 27-2 UNO. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A-572 GRADE 50. B.) STRUCTURAL TUBES: STRUCTURAL TUBES SHALL CONFORM TO ASTM A -500 -GRAD E 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 CBC SECTION 2701 (a). D.) UNSPECIFIED WELDS: WELDS NOTSPECIFIED 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. 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.O. 8) ROOF LIVE LOAD/SNOW LOAD.: 20 PSF REDUCIBLE C) SEISMIC DESIGN CATEGORY D D) WIND SPEED:.110 MPH EXI' C 91 �T- _ EE i CC t f11 1 ' _41 +.. �-.....__�.�. .: "`'.�._`' -�•- �i_"°` ela .�.—,,. .. _ is ` S' �' ...¢.,.:. '»��i.n«*i.na j sf II li I 91 - ,:1..�p ""M"'W. 7/3112014 Design Maps Summary Report IS US GS Design Maps Summary Report User -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 39.85920N, 121.909°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III �.._ t w F4.P r u � •x^ cn'� �� ,�-----x..- ,� n kyr * rte, }2nn+ 4 mapquest 6, ,A�+� e... [J. ,. r w- Vis. USGS-Provided Output SS = 0.617 g S, = 0.277 g Sas = 0.806 g SM, = 0.511 g Sos = 0.537 g So, = 0.341 g r For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 0.90 0.81 0.72 MCER Response Spectrum O.G3 0.54 tT 0.36- 0.27-- 0.19 .360.270.19 0.09 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) r 0.54 0.48 0.42 Design Response Spectrum Cn 0.30 to 0.24- 0.19-- 0.12-- 0,06 .240.190.120.06 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 .1.40 1.60 1.80 2.00 Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool Is not a substitute for technical subject -matter knoWedge. M http://ehp4-earthquake.cr.usgs.gc)Vdesignmaps/us/su,nwiary.php?terriplate=minimal&latitude=39.8592&longitude 121.909&sitec.lass=3&riskcategor,rO&edition... 1/1 Level StoryHt. -(ft) I hi (ft) JrWr.(RipS) I (wi*hi)� (kip_ft) C.VX eq. ips I VEQ (kips) I Maph. (kips) ROOF 161: 2 1 1. 16 1 .8 12-6 - J 1 00 1.* ................................ 4.4 ............... ......................... ...................................... .......... .............. .......................... A ................. ................ ........... ................... ................... ................ ............. .......................... .......... .. ........ ; ............. .................... .............................. ........... ........... ........... ............. I ............. .............................. .................. .......... ........... I ............. ............ ............. ................ .......... ............... ............. - ................... i .......... I ....................... ... ......... ......................... ............................. ............. ............... ............. ............. I ............. ........................ ........................................... . ........................ .............. ................... ...................... ............ ........... ............ ................................ . ......... ..................... ........... ................... ........... ...................... ................. ........................ .......................... ........................ ....................... - .......................... ............... w.- .................................. Summit Structural Design Project: Page:, Engineer:- Date: 1/31M14 Design of:.Seismie Load Development (ASCE 7710). a Seismic Design Category b Ss 0,61.7 Mapped 0.2 sec spectral response. occupancy S11 0.277 Mapped 1 sec spectral response Site Classl D In accordance with Ch.'2 . 0. TIL 16 SMS 0.81 Max Considered EQ SM1 0.51 Max Considered EQ SID$ -0!537 Design Spectral- Response (01,seci)• S01 0.341 'Design _Sp!�qtr4L,RL-spAQse(1.0�'Sec) Spectral Response SystemFOrdinary Steel; Moment frames R 3.5 Omega 3 Cd 3 Ht:Llmit'.�35* Cs. 3.8 MIn;Cs 0,02:4.91. outside;of* SJJ 015 12.8.2 Max Cs 0`3.8 Ct 0.028• x 0.8 Ta 0.26. Cu 1.4 Max T 0.36 No limit'llor drift. Use T 0.26 Alt S9 0.617 Ss may be 1.5 if 5 stories and. regular V= 0.154 *W Height to Roof (hn)'= 16 it V= 12 k Vert Dist Exp. (k) 1 Level StoryHt. -(ft) I hi (ft) JrWr.(RipS) I (wi*hi)� (kip_ft) C.VX eq. ips I VEQ (kips) I Maph. (kips) ROOF 161: 2 1 1. 16 1 .8 12-6 - J 1 00 1.* ................................ 4.4 ............... ......................... ...................................... .......... .............. .......................... A ................. ................ ........... ................... ................... ................ ............. .......................... .......... .. ........ ; ............. .................... .............................. ........... ........... ........... ............. I ............. .............................. .................. .......... ........... I ............. ............ ............. ................ .......... ............... ............. - ................... i .......... I ....................... ... ......... ......................... ............................. ............. ............... ............. ............. I ............. ........................ ........................................... . ........................ .............. ................... ...................... ............ ........... ............ ................................ . ......... ..................... ........... ................... ........... ...................... ................. ........................ .......................... ........................ ....................... - .......................... ............... w.- .................................. N Summit Structural Design Project: Engineer, Page: Date: Dpcinn nf- MWFRS-Fnvelone Procedure (ASCE 7-10. Section 28.6) Conditions: 1. Simple -Diaphragm CASE a 2. Low-rise 3. Enclosed 4. Regular Shaped '�✓ �j 5. Not Flexible 6. Not Subject to: r, QA -E. A ; a) across wind loading �,/ [ C > (} � ,r' .I r b) vortex shedding c) instability:(gallup/flutter) d channeling effect e) buffeting (upwind obstructions) 7. Approx. Symetrical Cross Section With Flat, Gable, or Hip Roof d 450 �` f 8. Exempt From Torsional Load ✓��'tc�. ;' Cases Indicated in Note 5 of Fig. © 28.4-1, or the Torsional Load Cases do not Control the Design: CASA (1) story and hd30 ft. or c'ASE (2) story max and light framed or (2) story max and flex. diaphragm L= 60 Long. Bldg. Dim. (ft) 2aL= 6 ft. T= 16 Transv. Bldg. Dim. (ft) 2aT= 6 ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF_ 0.6 Load Combination Factor A= 1.21 Adjustment Factor KZt= 1 Topographic Factor Adjustment Factor for Bldg Height and h= 16 Mean Roof Height (ft) Exposure, A O= 5 Closest Roof Angle Mean Roof Exposure 5°,10°,15°,20°,250,or 30° Ht. (ft) B C D MWFRS Wind Loads (psf), ps=LCF*A*Kzt*ps30 15 1 1.21 1.47 Location ps, 0=0 ps, 0=5 Min. Net Ovhg. 20 1 1.29 1.55 ,A-1 10 13.94 13.94 9.60 25 1 1 1.35 1.61 B-110 0.00 4.80 30 1 1.4 1.66 C-110 9.22 9.22 9.60 35 1.05 1.45 1.7 D-110 0.00 4.80 40 1.09 1.49 1.7Z - E -110 -16.77 -16.77 -23.45 45 1.12 1.53 1.78 F-110 -9.51 -9.51 50 1.16 1.56 1.81 G-110 -11.62. -11.62 -18.37 55 1.19 1.59 1.84 H-110 -7.33 -7.33 60 1.22 1.62 1.87 k i4 `a'k..� - kms b..,:.... { t f „ 1 Ut0. ,f r•--.-•..--,.., r-�. ..,..........35.._ .. .:_...._S_..... ik i __3... t _...:.... .:.-_ ....y.....::.. ..._._. j t... .. { _� j 1 � . r Q�. IGv�nl�• r , } } � E i .1„ { All _ —7—r } } __ � W _! _ . s ! _ _ ! _ f •111 k ` PAGE... PROJECT: °� --- SUMMIT STRUCTURAL'DESIGN /- www.summitchlco.com DATE: s . . ' ENGINEER: -. • " DESIGN Of (0 CO � K � Co .c o,P 4 4 'i". ter' , Etc,, -fir x PI C _ 1 ^•^,jam•-^^' � .t � .�._.. �.. I �J{.•.�.��p�-{)#- _:_...t ..�.�.. E._ _��. . III t— t t 6,. __"„i.,.,,,,,_y,,.__� i1 1 ! ..t... ! �' 1' _-'--^,^P.._.....�':-._�..:w..�At ` I .j:.� 1 ` ......._•� ).\` P F «-- .1`ter_► -'•____��..._.,.�. t "TTI''.. _3 �.�r .....:.. ,y..+..... � f ....�,.{.,.... '. . �,..r...., 1 t .. F t.. ' yI � � • � �, is r' �. W J. E I Etc,, Shade Cover 16x60 NU9U1, ZU19; VC'i.7 rrvi Result'Case: D IES VlsualAnstysis 9.00.0033 51 n u 0 0 7C T.. 0;01506 K Shade Cover 16x60 Hug Ul,'LU14;,U'2:0C YNR Result Case: 16,12W u+X IES VlsualAnaiysis 9.00.0033 i ' r SS3x2x3/1 0.093 L 0, ss2 4. 10) t. ' i a - � • i y !' �� .y ,, '' .tea- .a 1 Un rouged ;� Fall j Warning ' �0 0000. "� 0 2500 O.S000 0 7600 � 1 0000;; ' . • IN Project: Shade Cover 1.6x60 August 01,.2014 Steel Beam Report: BmX001 Member Details Member Properties Length 4:0000 ft Shape HSS.3x2x3/16 Material ASTM A653 Grade 50' Weight 0:0210 K Framing Beam Beta 0 deg Theta 0 de Vonnections Case _-. Extreme Displacements Start: _ End Node N006 N007. Location (a, 15:500; O:ift) (1'0, 16200,_0 ft) Support Free Free End. Release DX, RX Rigid, Rigid Rigid, Rigid End Release DY, RY Rigid, Rigid Rigid, Rigid End Release DZ,'RZ Rigid, Ri id Rigid, Rigid Analysis Results (First Order) Load Combinations: IBC 2006.ASD,Deflection Checks Extreme Forces Case Qemand Extreme Displacements Axial -3.5121 K Wind »+X Dx 76.3715 in Wind »+X My 0.0000 K -ft -NA- Dy ;0:8661 in Wind ))+X. Mz 0.0105 K -ft D Dz 0.0000 in -NA- 3.2352 K -0.0105 K 0.75(D+L+W) »+X OK Vz 0.0000 K -NA- 0.0105 K -ft Torsion 0.0000 K -ft -NA- F7-1 Steel Design per RISC ASD (2005) ,ontrollina Design Checks type Case Qemand Capacity Unity Status Reference combined Check 16-14 n+X -NA- -NA- 0.0480 OK H1 -1b Vial Check 16-14 »+X 3.2352 K 34.9047 K 0.0927 OK E3-2FB Strong flexure Check 16-10Lr 0.0105 K -ft 3.6926 K -ft 0.0028 OK F7-1 Strong Shear Check 16-12W »+X -0.0105 K 15.4912 K 0.0007 OK G2-1 Page 1 Visua/Analysis 9.00 (www.iesweb.com) Proleat. Shade Cover 16x60 -August 01;,:2094' Steel Column Report. °COL001-3 Member Details- E Member Properties Length 3.5000M 'Shape HSS3x2x3/16 Material ASTM A653 Grade 50 Weight 0.0184.K Connections Start • ` .. End Node N012 N002 Location (0, 10.500, 0`ft) (0, 14, 0 ft) Support Free ..Free Framing, Column Beta 0 deg x Theta .: 0 de yu• + Analysis Results (First Order) t .' Load Combinations: IBC 2006 ASD,Deflection Checks N r S r. a F Extreme Drift Drift Dy 0.9428 in Winda+X Drift:Dz 010000 in --NA- Steel Design per AISC'ASD (2005) i Project ,Shade Cover 16x60 °; s .August 01 2014„ } Steel Column Report: COL001-2 j Member.Details r ' Member Properties Connections �Length .- 10.5000 ft Start _ End ShnnP' HSS3x2z3/16 Node N001 y N012' Framing Column End Release DX, RX Rigid,;Rigid Rigid, Rigid t Beta 0 deg End Release DY, RY .Rigid, Rigidi Rigid, Rigid j _Theta y 0 de End Re RZ Ri id Ri id Ri id; Ri id Analysis Results (First Order) Load Combinations: IBC 2006 ASD,Deflection Checks. T Extreme Forces Extreme Drift , Axial -0.6618 K 16-10Lr Drift Dy 5.2879'in 0.75(D+L+W) a+X .0000 K -ft NDrift Dz -NA-My , Mz wl.7768 K -ft 16-13W+Lr. a+X` .. ' ` .Vy ' -.0.1692 K 16-13W+Lr »+X ` Vz .0.0000 K -NA- Torsion 0.0000 K -ft =NA- Steel Design per AISC ASD (2005) ` Controlling Design Checks.. _ ' T e, Case Demand ,i Capacity Unit :..Status: ' - Reference: , Combined Check 16-13W.+Lr.»+X -NA- =NA- 0.4939 OK H1=1b _ Axial Check 16-10Lr 0.6618 K ,16.7576 K 0.0395 OK' E3-3FB Strong Flexure Check 16-13W+Lr »+X -1.7768 Mt 3.6926 K -ft 0.4812 SOK 177-1, Strong Shear Check i 16-13W+Lr:».+X -0.1692 K 15.4912 K 0:0109 jOK G2-1 Project'. Shade Cover 116x60 August.01, 201.4.. Steel Column Report: COL002-2 Member Details Member Properties Length 10.5000 ft Shape HSS3x2x3/16' Material ASTM, A653 Grade 50 Weight 0.0551 K Framing Column. Beta 0 deg Theta 0 de Analysis Results (First Order) Load Combinations: IBC 2006 ASD,Deflection Checks N010 (16, 10.'500, 0 ft) Free Rigid, Rigid. Rigid, Rigid. Extreme Forces Start Node NO05' Location (16, 0, 0 ft) Support Other Fix End Release DX, RX Rigid, Rigid End Release DY, RY Rigid, Rigid Analysis Results (First Order) Load Combinations: IBC 2006 ASD,Deflection Checks N010 (16, 10.'500, 0 ft) Free Rigid, Rigid. Rigid, Rigid. Extreme Forces Case Demand Extreme Drift Axial 1:0344>K Wind »:+X Drift Dy 6.51511h Wind »+X' My 0.0000.K -ft =NA- Drift Dz. 0:000 0in . -NA- Mz -3.6786'K-ft Wind »+X . Vy -0.6023 K Wind »+X OK Vz 0:0000. K -NA- -3.5837 K=ft Torsion 0:0000 -K -ft -NA- F7-1 Steel Design per AISC ASD.(2005) ontrollina Desian Checks ype Case Demand Capacity Unity . Status Reference '.ombined Check 16=14 »+X NA- -NA- 0:9808 OK N:1 1b Wal Check 16-10Lr 0.6618 K 16:2576 K 0.0395 OK E3-3FB Strong Flexure Check 16-14 a+X -3.5837 K=ft 3.6926 K -ft 0:9705 OK F7-1 itrong,Shear Check 16-14 n+X -0.5933 K 15.4912 K 0.0383 OK G2-1 Page 4 VisualAnalysis 9.00 (www. iesweb.com) Analysis Results (First Order) Load Combinations: IBC 2006 ASD,Deflection Checks Extreme Forces Extreme Drift z Axial 2.0135 K Wind >)+X Drift. Dy 0:2779 in '16-101.r My. 0.0000 K -ft NA Drift Dz 0:0000 in -NA- Mz -3.6786 K -ft Wind:»+X ' r . f Vy 1.4736 K Wind »+X Vz 0.0000 K NA , Torsion 0:0000 K -ft -NA- Steel Design per AISC ASD (2005) Controlling Design Checks Type Case Demand. Capacity,Unity. Status Reference_ " Combined Check 16=14.»+X -NA- NA 0.9948" OK H1 -1b Axial Check 16-14.))+X 2.0021:x. 41:2134 K 0.0486 OK- E3-2FB Strong Flexure Check- 16-14 »+X -15837:K -ft 3.6926 KA, 0.9705 OK, F7=1 Strong Shear Check 16-14 »+X 1.4379'K. 15.4912 K 0.0928° OK G2-1, .` �h . - ri -- ..�.w- � .-•+w:a m ..u-r�+P6+w-. a „*.d7� .. .....ddd JAR ..k v ..tir •w yei��. Project: Shade Cover 16x60 Steel Beam Report: RBX001 Member Details Member Properties Length 8.2462 ft. Shape HSS3x2x3/16 Material ASTM A653 Grade 50 Weight 0.0433 K Framing Beam Beta 0 deg Theta 0 de August 0:1., 2014 Connections Analysis Results (First Order) Load Combinations: IBC 2006 ASD,Deflection Checks Start End Node 'N002 N003 Location (0, 14, 0A) (8, 16, 0 ft) Support Free Free Extreme Forces Case Demand Extreme Displacements U hity Axial 3:2170 K Wind))+X Dx -5.9887 in 0.75(0+L+W-) +X My 0.0000.K=ft -NA- Dy 2.4080 in Wind »+X Mz -2.1589 K=ft 0.75(D+L+W) ))+X;, _ Dz 0.0000 in -NA- Vy -1-.5094-K 0.75(D+L+W).»+X -2.1589 K -ft 3.6926 K -ft Vz .0.0000 K -NA- .Strong Shear Check 16-12W i>+X Torsion 0.0000 K=ft -NA- OK G2A Steel Design per AISC ASD (2005) controntna Destan checks Type, Case Demand Capacity U hity Statics Reference Combined Check 16-12W »+X -NA- -NA- 0.5969 OK H1 -1b Axial Check 16-10Lr 2.2993;K 24.7309. K 0:0930 OK E3-2FB Strong Flexure Check 16-12W »+X -2.1589 K -ft 3.6926 K -ft 0.5847 'OK F7-1 .Strong Shear Check 16-12W i>+X -1.5094 K 15.4912 K 0.0974 OK G2A Page 6 Visua/Ana/ysis 9.00 (www:iesweb.com) Project:.S.hade Cover 16x60 August 0:1,.2014. Steel Beam Report: RBX002 Member Details Member Properties Length 8.2462 ft Shape HSS3x2x3/16 Material ASTM A653 Grade 50 Weight 0:0433 K Framing Beam Beta 0 deg Theta 0 de r Connections Start End Node N003 N004 Location (8, 16; 0'ft)(16; 14, 0 ft) Support Free Free Analysis Results (First Order) Load Combinations: IBC 2006 ASD;Deflection Checks Extreme Forces Case Demand Extreme. Displacements Unity Axial 3.42.3.5 K Wind » +X Dx -6.2962 in Wind »+X My 0:0000 K -ft -NA- Dy -1.5831 -in 035(D+L+W) »+X Mz 2.0145 K -ft Wind. »+X Dz 0.0000 in -NA- VY -1.7665 K Wind »+X. 1.9989 K -ft 3:6926 K -ft Vz 0:0000 K =NA - Strong Shear Check 16-14 »+X Torsion 0.0000 K -ft -NA- OK G2-1 Steel Design per AISC ASD (2005). Controllina Design Checks Type Case Demand Capacity Unity Status Reference Combined Check 16-14 a+X. ;NA- -NA- 0.562.0 OK H14b Axial Check 16-101_t 2.2999 K 24.7309 K 0.0930 ;OK E3-2FB Strong Flexure Check 16-14 n+X 1.9989 K -ft 3:6926 K -ft 0.541:3 OK F7-1 Strong Shear Check 16-14 »+X 1.7416 K 15.4912 K 0.1124 OK G2-1 Page 7 VisualAnalysis 9.00 Oww.iesweb.com) ;PROJECT. s±1 r SUMMIT STRUCTURAL D Pa�E'` ENGINEER: ESIGN www;summitchico.com PA TE., DESIGN OF=&v V--) G- t'Uri � A ti. Cyr ..�_� e" Ij P . d4 r i t 11, i �'I I H I i N P� i� j { __.,...jj...,..!_.......' ..-....L,.t„_ O Ifo E' �� (..-..t•. jjjj f• p �" OvY� s� i 1� • j 13r�jt�� �- ! � • - � 1 i. • 1 ems,. -..'f 3 f tt>i lY --.._ 1 F -. i _ E f k } E, : TL CA 74 ` � :'W I k i A (. �, j �'� t. 3 !, T - .«.•."i..m r.•-- _'_^{»,...........,.,..»..' . p F { �, ,.......,P �� �4./'A�.�{lr�' t{..��'.. ' I'�.. \,!-,\! �..., l .������.#�wr/.L..1..((��..,,,ii � ..-,�.. «,.1►�1.�.+""%/��\•' 1 t %F 1M+ �,...<;.�.. ��....�(, I % \S,v� 1wL•,_.-.•�...._......s-----1._.5.._�r!I+wrr:.�"t 4 ��,,y{.•.�\),�Cj I (/+{ �t��p'+\y✓�' '�1wws,.,, n........� w.e• .+1......�{t «..}�..-r ..v.,.�,u.. � �j{ jj _ I 71, -- j _L_._.:{ � 3 � , •_::.� is r 3 A. t fiYd X�SudwN' � �U �.{1, n 1 d 11 i �f7 It ud"L-r.• � i �( tl fi��ll �Iiijitt {�t+ 41 i IJP t P . d4 r i t 11, i �'I I H I i N P� i� •'' An.Chor"D'esignerTm' - Version 2 0.515.4.1 f �V. Compan Summit:S,tructural:Design ;Date x3111201 :Englnee�.." 'And rJohnson,.PrE.,. . Page.. 1/5 Protect-.' Location:' Address . :383 Rio.Lindo:Ave #200, Chico• CA95926„_ ,.,.",•. Phone:. :5.30.`592.4407 ". _. �... :Comment. ' •, s. a �1 ProJecGinformation � r , Customer. company: Project descnptio9q Customer contact name: Location:' Customer a maili ' Fastening description:; t - ^ :Comment. - "2.•Inout Data B Anchor Parameters ' t, General , Base Maferlal' i - .No 'Design:metho&ACI 318-1t te Concrermatweight - Units: Imperial units , Concrete.1hickness;fi:(in ch) -•I �, • Stale Uncracked Anchor -link nitration: 4 Gornpressive,strengtli; t ;(psi).`250tJ' , r' • 'Anchorlype.-Cast-in-place 4!c.v :1 :4 Matenalr.F1554:Grade 36: s Reinforcement condition B,.tension,,:B shear Diaeter (inch): 0.500. m Supplemental reiriforcemen► No EKect(ve`:Embedment•depth h�r(incti) ;72?000 Do not evaluate concrete breakout inaension No Anchor category; - ” ;Do itot evaluate concrete�,breakout.imshear No: + Anchor ductility: Yes - f !Ignore 6do:requiremeri No "+ hr (inch),.13.25 ? Build up.grout • Crw�.(incti)"'3:00. tom, S (inch) 3 00. .w base Plate, ., . R ' Length"x Width x-Ttiickness;.(inch) 5 OQ.x 12 00'z U8 Load and Geometry ' `Load factor source ACI:318 Section -9;2-+ Load combination: U `0:9b + Seisrr ic"design: Yes z Anchors•subjbcted*to,sustained tension Not!,applicable. r , } �Ductilitysection for..tension: D 3.3.4:2 not app6catile. ii»1s' Ductility-sectionfo� hear: D:13.52,not,applicable of cor: a Apps e e d o►s ly r"�s tfr KK No n et isitii i , ( „i ". Iii � 0�, r. <t iC ��.f9' .i�• �. ",. ,. - Dib? •j'. ,�. a y « - e _ .. ..--":sir.} .M.,--•------.....—. .+....w, -......—_ ....».w,.,{..:.......,W... ...,.. ..,..•,,,,...,.;m•;.., Ute,, .1nput data;and iesulls:must be checked'for agreement With the',exisiing_circumstances the standards -and guidelines mus('t e'checkedlforplausibility,, SimpscimSlmn t -Tie Campany Ir+G ' 5956 W::Gas;Positas Boulevard :Pleasanton; CA 94588 Phone 925.560 9000 Faicz925i847,:397.t wwwatrongtie:com ' y i �� ,,. �, ddttl h, @�� 'i i l" N x 6i ala! n�pClir 1 Anchor DesignerT11 Software Version 2.0.5154.1 Company: Summit Structural Design .. Date: 8/1/2014 Engineer: Andy Johnson, P.E. I Page: 1215 Project: Address:. 383 Rio Lindo Ave #1200, Chico, CA 95926 Phone: 530.592.4407 E-mail: andy@summitchico.com _.__.. _. 25.50 ... _.... _.................... ....._............ ..... ._...............2550-........... Recommended'Anchor ti Anchor, Name: J- or L -Bolt =1/2"04- orL-Bolt, F1554 Gr. 36 if input data and results must be- checked .for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility, G rmpsoh strong-TIle Cornparri Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925'.560.9000 Fax: 925.847.3871 www.strOhgtie.com i• a.�a 2 •. tN"� ��'� � .r.. �:.,, .pp n. :: r,.:ivn. � �4 � � � �i� � V,� � . ,. �.. . ,. _ � . , =� t��',e ,. ',� :�, ..z �,,wr��r,i,,.r'��;;. �i � �aiy I ul_!uA;+ •" l �z.3. � s t ,$ ' • Anchor Designer TM Software °lawaluvioubli Version 2:0.5154.1 Company: Summit Structural Design ' Date: 8/1/2014 Engineer: Andy Johnson, P.E. Page: 3/5 . Project: _ Address: 383 Rio Undo Ave #200, Chico, CA.95926 ..,. Phone:' .' 530.592.4407 E-mail: " andy@summitchico.com " C t ,$ ' • Anchor Designer TM Software °lawaluvioubli Version 2:0.5154.1 Company: Summit Structural Design ' Date: 8/1/2014 Engineer: Andy Johnson, P.E. Page: 3/5 . Project: _ Address: 383 Rio Undo Ave #200, Chico, CA.95926 ..,. Phone:' .' 530.592.4407 E-mail: " andy@summitchico.com " > 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined,. i Nun (ib) Vuo. (lb) VUa9 (lb) q(VUn.)4(Vuay)' (lb) 1 588.5 .489.5, 0:0 489.5 K , 588.5 489.5 0.0 489.5 e 1 Sum,., 1177.0 979.0 0.0 979.0 _ Maximum concrete.compression strain (%9): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0' y ' Resultant tension force.(lb):-1177 Resultant compress ion force (lb): 0• f_ Eccentricity of resultant tension forces in x -anis, e'N. (inch): 0.00 - 'Eccentricity of resultant tension forces in y-axis, e'ri! (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 i Eccentricity of resultant shear forces in y-axis, e'vy (inch):. 0.00 2 ' X.. 4; Steel'Strength of Anchor in Tension(Sec: D.5.1) ry Nsa (lb), �. - . OMO (lb) t ' _8235 0.75 6176 y 5. Concrete BreakoutStrength.of Anchor in Tension (Sec. D.5.2), Nb = 16da4Pcha�!' (Eq. D-7) is 'f. (psi)' hot (in) No (ib) 1.00 -2500 12.000. 50318 0;750Ncbg =0.750 (Aw l ANcn) Y'sc N V�ad.N Y �.ov VI p.NNb (Sec. D.4.1: 8 Eq`. D-4). r ANc.(in2); ANaa (ina) 'Pbo.N Pud,N !aN' • ycO.N, No (Ib). 0.75ONcag (lb), + „492.00 1296.00 1:000 A;800 1.25; 1.000 50318 0.70 10029 c t.. - 6. Pullout Strength of Anchor in Tension (Sec. 0.5.3) 4- 0.75^ = 0.7501K.PNP = 0.750'11c.P0.9fcenda (Sec. D.4.1, Eq, D -13A D-15) PP fo.(psl) on (in) eb=ado (in) it/ , 0.75ON,u (ib) r " 14 - 2500 0.50 1.50 0.70 1240 - Input data and results must be checked for agreement with the'existing'circumstances, the standards and "guidelines must be checked for plausibility. • �Simpson .Strowg- Ile l omp2ny il.e, 5956 W. Las Positas Boulevard Pleasanton, CA 94588. Phone: 925.560.9000 Fax: 925.847.3871 www.stronglie,com • • Anchor'DesignerTM Software Version 2.0:5154.1 Company: Summit Structural Design Date: 8/1/20;14 , :Engineer.. Andy.Johnson, P.E. _ _ Page: 1'4/5 ; Project:. - Address:, 383 Rio Lindo Ave #1200;-Chicb.,CA,95926 Phone: 530:592:4407 E-mail: andy@summitchico.com ' 0 j i....8-'Steel 8 ' Steel Strength of Anchor in Shear (Sec D 6,� - N.. (lb). 0 Qipvm4iVaa (Ib)' t: 4940 1.0 0.65. 3211 9 Concrete Breakout Strength of Anchorin She r (Sec D 6 21 I, Shear perpendicular to edge In x -direction: ' Va: = minj7(lo/da)9-Z4daa6gracbtt•g; 9A.-46cat1'51 (Eq. D-33 & Eq: D-34) ` /.(in) da (in) .ta rc (psi) ca, (in) Vbr (lbj i 4.00 0.50. 1'.00 2500 6:00 5513 - 4 OV09. = 0 (Awl/tvco) Kqv%/ .vV'cvYlt,.M, (Sec. D;4.1 & Eq. D-31) + Avc (ink) Avco (in'). vl*mv V'ed.v _ !4a,v '111,v Vo. (lb) - a . 10 OV.,, (Ib) 207.00; 162:00 1.000 1.000 1.400 _1:000 5513 0:70' 6904 Shear paralleHo edge in x -direction: ' Vby=minj7(/o/da)°-2Jdoda`irccar�•5; 94llrccai`sj (Eq. D-33 & E. D-34) to (in),V da (in)' Ad /'..(psi) ca, (in) Ver (ib) . -4.00- •' 0:50 1.00 2500 12.00 15593' ' OVca,=0(2)(Avc/Avco)'/'od.v'Ncvy'tkvVoy (Sec. D.4.1 & Eq. D-30) ' Avc (in') Avco (int) v,.d.v V'c,V V�b v . Vby (Ib)' d t6Vcb..(Ib)' 216.00 648.00 1:000 1;400 1.000 15593 0.70 10188 , 10: Concrete Prvout Strength of Anchor in Shear (Sec D 6 31 « dVp•u = QkeuNcog = Okcp(ANc/ANoa) VngNV'au,NY'a:NV'op,NNb (Eq. D-41) ' kcp Aok (int) ANeo (W) '/oe,N 9"Od.N - 'l'o.N:' 'l'ep,N M (lb) "0 OKpo (I b)^ 2.0 492.00 1.29,6:00 1.000 0.800. 1.250 ?1.000` 5031 t3 0:70, : ' 26743: 11. Interaction of Tensile and Shear Forces (Sec 7) Tension , Factored Load, Nu. (lb) Design Strength; oNa (ib) Ratio - Status ' Steel „ 589 6176 , 0.10 q•Pass Concrete breakout 1177 10029 0..12 Pass: V ' Pullout y589 t. 1240 0.47 s Pass.(Governs) Shear. - Factored Load, Vu. (lb) Design Strength, oW (Ib) Ratio Status • Steel: � 490 3211 0.15 Pass (Governs) _ • T. Concrete breakout.x+ 979' 6904 0.14 Pass. - ' II Concrete breakout y- 4901 10188 0:05 . ', r P out.Pass rY 979 t 26743; 0:04 Passe f, •: Interaction check Naa/0Na Vba/OV,,, Combined Ratio Permissible Status '- - Sec. D.7.1 0.47, 0.00 47.4% 1.0.Pass. ; ' 1/2 0.J -.or L -Bolt, F1554 Gr. 36 with hot= 12.000 inch meets the selected design criteria. ' 12. Warnings' Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must'be checked for plausibility. simpson S!ru!Vg tie ,ompany Inc.' 5958 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9090, Fax: 925.84 wvwvstronglie:com,1