Loading...
HomeMy WebLinkAboutB15-2751 047-150-146LEW OF HOMELANDSECURITY � ELEVATIOKCERTIFIC L' EMERGENCY MANAGEMENT AGENCY ATE Flood Insurance Program 1mp6rtant: Read the instructions on pages 1-9. 1 � � SECTION A - PROPERTY INFORMATION jilding Owner's Name Ken Gilmore ' y OMB No. 1660-0008 Expiration Date: July 31, 2015 FOR INSURANCE COMPANY USE Policy Number: `f A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number: 12976 Sellick Ranch Road City Chico State CA ZIP Code 95973 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Butte County APN 047-150-146 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Non -Residential A5. Latitude/Longitude: Lat. N390 46' 28.0" Long. W1210 56' 18.6" Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance.. A7. Building Diagram Number 1 B i A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: e a) Square footage of crawlspace or enclosure(s) 3000 sq ft. a) . Square footage of attached garageNA sq ft b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings inIthe attached garage or enclosure(s) within 1.0 foot above adjacent grade 6 within 1.0 foot above adjacent grade ' ' NA c) Total net area of flood openings in A8.b 3000 sq in c) Total net area of flood openings in A9.b NA -sq in d) Engineered flood openings? ® Yes ❑ No d) Engineered flood openings? 9❑ Yes, ® No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State Butte County 060017 Butte - . , . + California B4. Map/Panel Number 06007CO325E B5. Suffix E B6. FIRM Index Date 67. FIRM Panel 68. Flood 69. Base Flood Elevations) (Zone d) Attached garage (top of slab) NA. ' e) Lowest elevation of machinery or equipment servicing the building January 6, 2011 Effective/Revised Date Zones) AO, use base flood depth) 147.7 g) Highest adjacent (finished) grade next to building (HAG) 148.2 h) Lowest adjacent grade at lowest elevation of deck or stairs' including structural support January 6, 2011 A 149.0 .. ,M Qvu+� VU10 oabc rwuu Cievauon Corr-/ gala or oase noon aeptn entered in Item B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ® Other/Source: Registered Civil Engineer B11. Indicate elevation datum used for BFE in Item 69: ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date: ❑ CBRS ❑ OPA , 'SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ® Construction Drawings* ❑ Building Under Construction* ❑ Finished Constructi n *A new Elevation Certificate will be required when construction of the building is complete. ' - -- C2. Elevations - Zones Al -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete ItevC2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: USCGS G 848 1948 Vertical Datum: NGVD 1929Lu m Indicate elevation datum used for the elevations in items a) through h) below. O NGVD 1929.0 NAVD,1988 ❑ Other/Source: z CC() m Datum used for building elevations must be the same as that used for the BFE. Check the measurement used w OZ a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 148.6 b) Top of the next higher floor NA.- A-c) c)Bottom of the lowest horizontal structural member (V Zones only) NA: d) Attached garage (top of slab) NA. ' e) Lowest elevation of machinery or equipment servicing the building NA. (Describe type of equipment and location in Comments) ® feet f) Lowest adjacent (finished) grade next to building (LAG) 147.7 g) Highest adjacent (finished) grade next to building (HAG) 148.2 h) Lowest adjacent grade at lowest elevation of deck or stairs' including structural support NA. ' (� ® feet El meters u _ .a O ❑ feet ❑ feet ❑ meters ❑ meters w a ❑ feet ❑ meters ® feet ❑ meters z ® feet ❑ meters . O O w ® feet ❑ meters ❑ feet . ❑ meters m SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation ,h information. I certify that the information on this Certificate represents my best efforts to interpret the data available. ' I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ` ® Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a ® Check here if attachments. licensed land surveyor? ® Yes ❑ No Certifier's Name Charles E. Harris, Jr. License Number 4990 Title Land Surveyor Company Name NA R (2 PLAT SEAL HERE NO. 4990 Address 90'" 86treet City Orland State CA ZIP Code 95963 9\ Signatu , Date December 11, 2015 Telephone 530-865-5567 FEMA Form 086-0-33 (7/12) See reverse side for continuation. Replaces all previous editions. ELEVATION CERTIFICATE, page 2 IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 12976 Sellick Ranch Road -City Chico State CA ZIP Code 95973 FOR INSURANCE COMPANY Policy Number: Company NAIC Number: SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments The base flood elevation of 149.0 (NGVD 1929) for this site has been determined by Tim Wood, RCE 61779 on 11/03/2005. Signature ✓ �� Date December 11, 2015 SECTION E — BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1—E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1—E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F — PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Charles E. Harris, Jr. Address 908 6'" Street /-) Al J City Orland Signature Comments Date December 11, 2015 State CA ZIP Code 95963 Telephone 530-865-5567 Check here if attachments. SECTION G — COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8—G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA -issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4—G10) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certcate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments. FEMA Form 086-0-33 (7/12) Replaces all previous editions. f 1, 33 .93Acf 4 13 T. 22N . R.1 W. M. D. B. &M. WILSON141135 LANDING 4 7- 4 u7zls \ u� J41a ROAD O- 150 f 149 72 6.19Act _ T-1Act 3.39Acf , 1 .C!i 6'= 1 49 OAc'r 40 . 0 n ..6'% 66 _ Y 14 44.9OAc o. O - -1 69.73Ac 116 a . - 45 . b o 5 .. _.... -_.. -'O _. _ 150:96Ac r O e 5.08rfcr: _. 5.1$Ac . _ 52.ODAe v uJaas 96RS6 t79 c. .93.22Ac m -- -� 56.27Ac . 1.22Ac 1.28Ac `" ;1 I2s1.e9 70 11 ry . u - 115 .ffi 16 i l33 134 I O 4 O 65.23Act .77.89Ac O n �' m - - 46 63 ! n9Pal17 i _._1ss1 w .. _� RS irsa1i4.29Ac z 160.ODAc Z .. '52a59 80.31 w a - zsa JefI -gy1 m-• 2 '0 I(© NnEpzm N > 97 153 _n tiO S- ._I..e.. I _ co 14Aes7o ---Fig 1M&50 3 12ORS38 '4 175RS66 142 • 143 P 1129.91 76.59Ac135 CO ES32.19Act 25.09Ac EGGLTON 1.c 170PM9J j . T0.85Act i 'LANE .136 9ORS99 I 113 98.4OAc 1 1295.32 72QJS 1 1.10Ac - 184.6OAct z 719.00 38 54 315 160.00Ac DETAIL "A" 2 --600' 19.1,7Act 40.00Ac 40.00Ac 139 i v SEE lqp 138 - y DETAIL. 4.JOAc 41.78Act - y. 4 3 { 114 cn. A• 111 12 9 10 3 2'_ 1.9BAc 117.86Act ]211�. NORD GIANELLA 38.5OAct 0 17!pram ROAD 12._......129 . --'t Isasso ia2sm J 874.50-O12 128 s - 8.68Act 16. 8641 1. 11Ac' J 152RS60.3.00Ac 61.70Ac w'110 53.00Ac si __ 2t -� �7zis344.23Ac-t 72.72Act Y 39 ? 160.00.4c xr.Y l 60.O6Act 88.00Act . a .' alsac 2e z 57.38Ac1 S/T� 'o' f� 54 09JOo 23 .' 49 . r ! y` �4 - -- NORD HWY. y�• S.00AC a P i �Jetro - szae9 osaan i �Ep 145 146 �v•c*'p f o O .17._ ....... ....... vp 10.65Ac.82A ..\�. �' 121 -...` ` 4ZJBAc �� 1 .� ,'. 158.00Ac 45PM79 - 148 147 ` .74AC �I A 193.00Ac 131 2 158RS39 - ' O ,ANN, 19 I "158.00Ac 103.95Ac r _ smw 19.55Ac 26.36Ac - 0� 7 1 3 1 ' \. \ u� •�-.e.uo ,acv>®y - 9 10 Jzxsy _.. _. t7.r.'. ! 8 oa w - 8.33Ac 16 i5 m 12 h�mm,.u,: _' 12! 7 CREATED BY D8 CREATED ON 12-19_Y001 16.00Act 40 _ 4. 13 DICY J 3ENNE17 RANCH 172, 8 M.O.R. 29REVISED BY D8 REVISED ON 12-08-2008 Butte County HSSeSSo.' S Mop E£T'ECTNE 2009-10 RD_u s:a.E. a7i-4-na-9 Book 47; Page, 15 19 SELLICK RANCH 8 Af.O.R. 5 Compiled B The Butte CounlY Assessor's Office - -- - ." �S'�4!: 1.'.^�..'/�3!.'+t"F ��f'j,.: _�'iy--^�. "' - � � �" 3+M:Rz'!!4.� eT3" r� ✓ Fu�`Tpr..'.�+q.y.. . NORD HIGHWAY APN 047-150-146 PROPOSED SHOP ADDITION BEING A PORTION OF SECTION 11, T. N., R. 1 W., M.D.M.; SITUATE IN THE UNINCORPORATED TERRITORY OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA. DECEMBER 2015 FOR LAND ' s E.tigS�.pG Y KEN GILMORE, J �� N�O P &PARED U 'c- ;;o N0. 4990 �* CHARLES E. HARRIS, JR. CALF LAND SURVEYOR 908 SIXTH STREET, ORLAND, CA. 95963 -- N 3041-15 + NO SCALE o M ELEVATION DATUM. r ELEVATION DATA SHOWN HEREON WAS TAKEN FROM USGS BENCHMARK"G 848 1948", HAVING AN ELEVATION OF 149.03 FEET, N.G.V.D. 1929. EXISTING 30' SITE BENCHMARK SHOP THE CONCRETE FLOOR OF THE - 110' +/- - EXSTING SHOP STRUCTURE, HAVING ADDITION 30' AN ELEVATION OF 148.6, NGVD 1929. APN 047-150-146 PROPOSED SHOP ADDITION BEING A PORTION OF SECTION 11, T. N., R. 1 W., M.D.M.; SITUATE IN THE UNINCORPORATED TERRITORY OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA. DECEMBER 2015 FOR LAND ' s E.tigS�.pG Y KEN GILMORE, J �� N�O P &PARED U 'c- ;;o N0. 4990 �* CHARLES E. HARRIS, JR. CALF LAND SURVEYOR 908 SIXTH STREET, ORLAND, CA. 95963 -- N 3041-15 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Important Read the instructions on pages 1.7. SECTION A - PROPERTY OWNER INFORMAL Rick and Leslie Youra BUILDING STREET ADDRESS (Induding Apt, Unit, Suite, and/or Bldg. No) OR P.0 ROUTE AND BOX NO 12976 Sellick Ranch Rd. F B. No. 3067-0077 ires December 31, 2005 CRY — STATE ZIP CODE NORD CA 95973 . PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description. etc) APN: 047-150-146 etc Use a Comments area, if necessary For traranoe Company Use:. Policy Number :Company NAIC Number LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM:. SOURCE: [3 GPS (Type): ( Me -#9-##.##, or ##. ' ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. _ SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION o I.Ivnr LAk RWY411 i MMt & ULXV JNI I Y NUMBER 82 COUNTY NAMEB3. STATE BtJT IE COUNTY UNINCORPORATED BUTTE CA B4 .MAP AND PANEL B7. FIRM PANEL 89. BASE FLOOD ELEVATIONS) NUMBER 85. SUFFIX B6. FIRM INDEX DATE EFFECTiVE/REVISED DATE B6 FLOODZONE(S) (ZorreAO, use depth of Gooding) 06007om C 40/21100 06061996 A 149 Qin i -f aI 46. ni+I ___ e_ _ ., �.• ,.,�.,, io umo rR iR! rjcvowr I torr=l uala or uase iwaa oepm entered in B9, ❑ FIS Profile ❑ FIRM ' ❑ Community Determined ® Other (Describe): CONTOUR INTERPOLATION 1311. indicate the elevation datum used forthe BFE in B9; ® NGVD 1929 ❑ NAVD 1988 ❑ Olher (Descnbe): _ 612. Is the building located in a CoasW Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ®No Deslonation Date _ SECTION C - BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) C1 Building elevations are based on: ❑ Construction Drawings' ' ❑ Building Under Conslrudion' ® Finished Construction 'Anew Elevation Certificate will be required when omstr ction of the building Is complete. C2. Building Diagram Number 8 (Select the building cregrarn most similar to the building for which this certificate is being completed -see pages 6 and 7 If no diagram accurately represents the building, provide a sketch or photograph) C3. Elevations - Zones Al -A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, ARIAE,'A01A1-A30, ARIAH, ARIAO Complete Ilems C3 -ai below according to the building diagram specified In Item C2 State the datum used If the datum is different from the datum used for the BFE In Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion Datum NGVD'29 .ConversiWComments w Elevation reference mark used USGS BC 36 Does the elevation reference mark used appear on the FIRM? ❑ Yes ®No .1•.:-_..:.::.: -,: -._. o a) Top of bottom floor (including basement or enclosure) 148. aft (m) � . - " • . h, o b) Top of nerd higher floor 15175 tt (m) o C) Bottom of lowest horizontal structural member (V zones only) _ _fl.(m) 12 M o d) Attached garage (top of slab) - 149. 0 ft (m) a a - o e) Lowest elevation of machinery and/or equipment w ro ' servicing the building (Describe in a Comments area) 150. 32M (m) 3• , o f) Lowes) adjacent (finished) grade (LAG) 147. Llt.(m) +r i i " C�3 �,• ). o g) Highest adjacent (finished) grade (HAG) —148 9 fl (m) o h) No. of permanent openings (flood vents) within 1111 above adamnt grade 25 8 �•`_• - o 1) Total area of al permanent openings (flood vents) in C3.h 1800 sq in. (sq cm). ,� • ` "a x r_ b , ; SECTION D -SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATIONY-- w:; This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation Information. - I certify that the Information in Sections A, B, and C on this certificate represents my best efforts to interprel the data available i understand that any false statement may be punishable by fine or imprisonment under 18 til S Code Section 100 f CERTIFIERS NAME TIM WOOD, RE LICENSE NUMBER 061779 Exp 6130107 TITLE. ENGINEERING MANAGER COMPANY NAME THE ENGINEERING GROUP, INC ADDRESS CITY STATE AP CODE 1250 EAST A . SUI E 10 CHICO CA 95926 SIGNATU DATE TELEPHONE 4"5 0 31 530.899-0409 r1CMA r-orm 01-111. January zuu3 See reverse side for continuation Replaces all previous editions Mr.' Hunt, Please be assured that as the Design Professional' in connection with the new metal building addition to the. existing private garage on the above property that I am.confiderit the new ._ accessory structure, when completed pet. my design, will be adequately .anchored to prevent .: floatation, collapse and lateral movement. Thank you for your consideration in .thin matter. Respectfully 2. i Dan J. -Dobbie, P E.. . oQ�OFESS/p� ` J. -D -.'C42028 w : No. 42028 c m a Exp. 03/31/16. BUTTE `njgTF COUNTY QF CALF JAN 2...5.2016 DEVELOPMENT :. SERVICES �L 5 X751 rn�nn n � .. � :. • PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE. 7i 1 ' BY 1 � LGA Butte County Department of Development Services BUILDING DIVISION 7 -County Center Drive, Oroville, CA 95965 4 Main Phone 530.538.7601 Permit Center Phone 530.538.6861 Fax 530.538.7785 vay .buttecounty.net/dd SPECIAL INSPECTION NOTE For Building Permit # B 1 S 2-7 S ( Assessor's Parcel # 014--7 — I ( a 14w Structural Tests & Special Inspections- 2013 California Building Code Chapter 17: In addition to the inspections required by Division Il, Section 110, -the owner or Registered Design Professional acting as the owner's agent shall employ one or more special inspectors who shall provide inspections during construction on the types of work listed under section 1704. The special inspector shall be a qualified person who shall demonstrate competence, to :the satisfaction of the building official, for inspection of the particular type of construction+` &r ` operation requiring special inspection: Duties and Responsibilities of the Special Inspector: 1. The special. inspector shall observe the work assigned for conformance with the approved design, drawings and specifications. 2. The special inspector shall furnish. inspection reports to the building official and the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the building official. 3. The special inspector shall submit a final signed report to the Butte County Building Division stating whether the work requiring special inspection was, to the best of his or her knowledge, in conformance with the approved plans and specifications and the applicable provisions of this code. ' 4. The special inspector shall advise the contractor that Butte County Building Division inspections cannot be delegated to him or her, so inspections must also be made by the Butte County Building Division. 5. Any change in special inspection funis made after permit issuance shall be approved by the Butte County Building Division prior to the new firm performing any inspections. 6. Special inspections are in addition to the regular inspections performed by the Butte County Building Division. Butte County inspection approval and sign off is not to be construed' as authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection. Special Inspection is required for the following items: ❑ Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). ❑ Structural Masonry High Strength Bolting A -3-Z(:3 130LrS ❑ Welding ❑ Bolts Installed in Concrete ❑ Other: *Name of Special Inspection Company: *PENDING APPROVAL. SPECIAL INSPECTION. COMPANY SHALL PROVIDE A STATEMENT OF QUALIFICATIONS AND COPIES OF CURRENT SPECIAL INSPECTOR CERTIFICATIONS FOR APPROVAL BY THE BUILDING DIVISION PRIOR TO 121'2 -A -r -A L i N S p(E-cxj,-qN Mi Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive ` Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Facsimile www. buttecountv.neVdds www.buttegeneralplan.net •CA II FO RN IA• . ADMINISTRATION " BUILDING " PLANNING , 0 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 15 through April 15) 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 must be cleaned up on a daily basis. When streets are wet or during a rain event there shall be no tracking of soils onto the street. 0 Wattles installed properly behind curb or sidewalks. • Rock bags (minimum 2 per side) at all drain inlet locations within .1 50' 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 15' 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 silt 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. Hay bales lined with visqueen 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. N. K:\BUILDING\2011Wpproved forms\Res Green Bldg. forms\Erosion & Sediment Control Measures.doc t =O k.. _. TA: U I LDI N SYSTEMS® AN NC[COMPANY DESIGN PACKAGE BUILDER: MODERN BUILDING INC CUSTOMER: KEN GILMORE JOB NUMBER: 14-B-98206 TABLE OF CONTENTS Original Design Completed thru Change Order # 1 Revision History OCt - 5 2015 B��ld i n9� BUTTE COUNTY Nov 0'5 2015 DEVELOPMENT SERVICES PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR ODE COMPLIANCE r->; DATE ���� �J BY ► V Rev # Page Design Criteria 1 Notes on Drawings 2-3 Deflection Criteria 4 Building Sketch 5 Building A 6-10 Building B NA Buildin C NA Special Details NA Original Design Completed thru Change Order # 1 Revision History OCt - 5 2015 B��ld i n9� BUTTE COUNTY Nov 0'5 2015 DEVELOPMENT SERVICES PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR ODE COMPLIANCE r->; DATE ���� �J BY ► V Rev # Update Date Reactions Reason for Revision Pages Revised Revised Eng. Project Engineer: Russell Ma (Lockeford) Checking Engineer: Francois Rambau Signing Engineer: Francois Rambau, P.E. ti. BUILDING SYSE.M.So AN NO COMPANY September 22, 2015 MODERN BUILDING INC P 0 BOX 772 CHICO, CA 95927 14-B-98206 KEN GILMORE CHICO, CA 30'0" x 50'0" x 13'6" To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Star Building Systems. The attached design criteria and calculations are to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Star Building Systems or a division of'its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Star Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, Star Building Systems Materials for Metal Buildings An NCI Company Francois Rambau, P.E. Manager of Engineering • 14 -B -982o6 �o4RpF ESS/ov �Q- OIS �G �Rj F'L ri �P • 6,9 G% . 2 UJC,53570 G rR',, Francois Rambau of X aA-v Sep 24 2015 10:56 AM s'T civil ."FO CALW P.O. Box 1376 • Lockeford, CA 95237 - 209.727.5504 • starbuildings.com Job Number 14-B-98206 Builder MODERN BUILDING INC Jobsite Location .................. KEN GILMORE,CHICO,California Building Code ..................... 2013 CALIFORNIA BUILDING CODE Building Risk Category ............ Normal (Risk Category II) Roof Dead Load Superimposed ................ 2.23 psf Collateral ................... 0.50 psf Roof Live Load 20.00 psf reduction allowed Wind / Ultimate Wind Speed (Vult) ... 110.00 mph Wind Exposure Category ....... C Internal Pressure Coef (GCpi) 0.18/-0.18 Loads for components not provided by building manufacturer Corner Areas (within 3.00' of corner) 24.13 psf pressure -32.18 psf suction Other Areas 24.13 psf pressure -26.15 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower'wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category ...... D Soil Site Class .............. D Stiff Soil Ss .. 0.621 g Sds .. 0.540 g S1 .. 0.280 g Shc ..... 0.343 g Analysis Procedure ........... Equivalent Lateral Force Column Line 1-3 SWC & SWA Basic Force Resisting System C4 B3 Response Modification Coefficient (R) 3.50 3.25 Seismic Response Coefficient (Cs) 0.154 0.166 Design Base Shear in kips (V) 1.30 1.40 Basic Structural System (from ASCE 7-10 Table 12.2-1) B3 - Ordinary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame 1 09/22/2015 Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi. Hot rolled angles, other than flange braces, conform to ASTM 36 minimum. Hollow structural shapes conform to ASTM A500 grade B, minimum yield point is 42 ksi for round HSS and 46 ksi for rectangular HSS. Material properties of cold -formed light gage steel members conform to the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55 Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1 with a minimum yield point of 55 ksi. For Canada, material properties conform to CAN/CSA G40.20/G40.21 or equivalent. Bolted joints with A325 Type 1 bolts greater than 1/2" diameter are specified as pre -tensioned joints in accordance with the Specification for Structural Joints Using ASTM A325 or A490 Bolts, December 31,•2009. Pre -Tensioning can be accomplished by using the turn -of -nut method of tightening, calibrated wrench, twist -off -type tension -control bolts or direct -tension -indicator as acceptable to the Inspecting Agency and Building Official. Installation inspection requirements for pre -tensioned joints (Specification for Structural Joints Section 9.2) using turn -of -nut method is suggested. The connections on this project are not slip critical. Design criteria as noted is as given within order documents and is applied in general accordance with the applicable provisions of the model code and/or specification indicated. Neither the metal building manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site specific parameters. The design criteria is supplied by the builder, project owner, or an Architect and/or Engineer of Record for the overall construction project. This project is designed using manufacturer's standard serviceability criteria. Generally this means that all deflections are within typical performance limits for normal occupancy and standard metal building products. This metal building system is designed as enclosed. All exterior components (i.e. doors, windows, vents,.etc.) must be designed to withstand the specified wind loading for the design of components and cladding in accordance with the specified building code. Doors are to be closed when a maximum of 500 of design wind velocity is reached. The materials by the manufacturer will be fabricated in a facility that has received certification of accreditation for the Manufacturers of Metal Building Systems (AC472) from International Accreditation Service (IAS). This certification is recognized under Section 1704 of the IBC for approved fabricators. The framing at building A, gridlines 1, 3 is NOT designed to receive a future bay addition. Corresponding frame reactions are calculated based upon actual tributary area. Framed openings, walk doors, and open areas shall be located in the bay and elevation as shown in the erection drawings.• The 2 09/22/2015 cutting or removal of girts shown on the erection drawings due to the addition of framed openings, walk doors, or open areas not shown may void the design certifications supplied by the metal building manufacturer. Job Number ........................ 14-B-98206 Builder MODERN BUILDING INC Jobsite Location KEN GILMORE, CHICO, California The material supplied by the manufacturer has been designed with the following minimum deflection criteria. The actual deflection may be less depending on actual load and actual member length. The frame sidesway for wind loading is based on nominal wind speed of 85 mph. The limits shown are at service loads unless indicated otherwise. BUILDING DEFLECTION LIMITS...: BLDG-A Roof Limits Rafters Purlins Panels Live L/ 180 150 60 Wind L/ 180 180 60 Total Gravity L/ 120 120 60 Total Uplift L/ N/A N/A 60 Frame Limits Sidesway Live H/ 60 Wind H/ R 60 Seismic Drift H/ 40 Total Gravity H/ 60 Total Wind H/ 60 Service Seismic H/ 50 Wall Limits Limit Total Wind Panels L/ 60, Total Wind Girts L/ 90 The Service Seismic limit as shown here is at service level loads. . r AL VMS llVh3Q I S y 0109 v - w .key Strut, x=double Z, I O ,Sz 0 ,SZ I w xx=tr I p l e Z, o=p I pe(FM) m 13'3-3/4 7' 3-3/4 , 0 m N Z . d D W ' r o ox g W t1 -1=J Owner, i KEN GILM❑RE CHIC❑ CA 95973 4 1/20 i \�• - •-1/2m oo EXISTING BLDG• BY STAR t SIDEWALL SWC Bu I lder 1 MODERN BUILDING INC Job No: 98206A run01 Versloni ver01-yxyanothal Tue Sep 22 11 , 21 , 04 2015 O o M PO 3 W. J J 3 Pa Z W 5 09/22/2015 Star Building Systems, OKC, OK Design Summary Program User: yxyanothai Job Number: 98206A Design Summary Report Version: 5.06.1 run01 Date: 09/22/15 Start Time: 11:20:56 R:\..\14-B-98206\ver01-yxyanothai\Bldg-A\run01\98206A_bldg_A_Ol.cds ------------------------------------------------------------------------------- M A IN B U I L D ING DESIGN SUMMARY REPORT All connections use ASTM A325N bolts, unless noted otherwise. All anchor rods are checked according to ASTM F1554 Gr. 36 strengths. Column flange braces use the Optional Liner attachment ROOF PLANE ------- RPA R:\Jobs\Active\ENG\14-B-98206\ver01-yxyanothai\Bldg-A\run01\AroofRPA 0l.edf Panel .................... PBR26 Purlins 55.0 ksi Yield Strength Eave Struts .............. 55.0 ksi Yield Strength PURLIN SPACING : 6@5'0 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 25.000 8X3.5Z14 None S 0.000 2.479 C 2 25.000 8X3.5Z14 None C 2.479 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6 @ Supports: 3,2,1 Note: 1) All Purlin strut locations for all roof planes are measured from back sidewall. 2) All purlin strut rows use the same lap lengths as the main purlin design. *3) Use typical Purlin and move 3"min. inside steel line for building separation. Eave strut interior connection at SWC uses (2)-1/2" A325 bolts. Eave strut.interior connection at SWA uses (2)-1/2" A325 bolts. Eave strut connection at end -frame uses (4)-1/2" A325 bolts. BRACING ---- Roof: 1 bays Rod Plane SWC 1 bays Rod Plane SWA 1 bays Rod Plane EWD :End Frame Plane EWB :End Frame 6 09/22/2015 "Purlin Stiffened Clips @ Level 2,6 @ Supports: 3,2,1 'Purlin Backup Plate @ Level 2,6 @ Supports: 2 RPA Purlin Strut @ 5.000 (ft) 8X3.5Z14 Bays 2 RPA Purlin Strut @ 5.000 (ft) 8X3.5Z14 Bays 1 RPA Purlin Strut @ 25.000 (ft) 8X3.5Z14 Bays 2 RPA Purlin Strut @ 25.000 (ft) 8X3.5Z14 Bays 1 SWA Eave Strut @ 13.500 (ft) 8X3.5E14 Bays 2 SWA Eave Strut @ 13.500 (ft) 8X3.5E14 Bays" 1 SWC *Purlin Strut @ 16.000 (ft) 8X3.5E14 Bays 1 SWC *Purlin Strut @ 16.000 (ft) 8X3.5E14 Bays 2 Note: 1) All Purlin strut locations for all roof planes are measured from back sidewall. 2) All purlin strut rows use the same lap lengths as the main purlin design. *3) Use typical Purlin and move 3"min. inside steel line for building separation. Eave strut interior connection at SWC uses (2)-1/2" A325 bolts. Eave strut.interior connection at SWA uses (2)-1/2" A325 bolts. Eave strut connection at end -frame uses (4)-1/2" A325 bolts. BRACING ---- Roof: 1 bays Rod Plane SWC 1 bays Rod Plane SWA 1 bays Rod Plane EWD :End Frame Plane EWB :End Frame 6 09/22/2015 Star Building Systems, OKC, OK Design Summary Program User: yxyanothai Job Number: 98206A Design Summary Report Version: 5.06.1 run01 Date: 09/22/15 Start Time: 11:20:56 R:\..\14-B-98206\ver01-yxyanothai\Bldg-A\run01\98206A_bldg_A_Ol.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWC -- ( 8.250" Inset columns ) R:\Jobs\Active\ENG\14-B-98206\ver01-yxyanothai\Bldg-A\run01\AwallSWC_Ol.edf OPEN AREAS: (OPEN TO EXISTING BUILDING BY STAR 11-B-21607) Size Wall Distance 5010 x1610 SWC 010 SIDEWALL PLANE SWA -- ( 0.000" Inset columns ) R:\Jobs\Active\ENG\14-B-98206\ver01-yxyanothai\Bldg-A\run01\AWal1SWA Ol.edf Panel ................. PBR26 Girts ................. 55.0 ksi Yield Strength GIRTS SPACINGS 713-3/4 Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 713-3/4 24.667 8X2.5Z13 LINER PL S 0.000 0.000 S 2 713-3/4 24.667 8X2.5Z13 LINER PL S 0.000 0.000 S Endwall Plane EWD Design ........ Non -Expandable Frame (SS ) R:\Jobs\Active\ENG\14-B-98206\ver01-yxyanothai\Bldg-A\run01\AwallEWD_Ol.edf Panel (EXISTING DURARIB BY STAR) Girts ...................... 55.0 ksi Yield Strength Girts Spacings 713-3/4 6'0 Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 713-3/4 29.312 8X2.5Z16 None S 0.000 0.000 S 1 1313-3/4 23.535 8X2.5Z16 None S 0.000 0.000 S FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bay Distance 1410 1210 N/A 8X3.5C14 8X2.5C16 1 1110 COLUMNS ----- <NONE FOR THIS WALL LOCATION> 7 09/22/2015 Star Building Systems, OKC, OK Design Summary Program User: yxyanothai Job Number: 98206A Design Summary Report Version: 5.06.1 run01 Date: 09/22/15 Start Time: 11:20:56 R:\..\14-B-98206\ver01-yxyanothai\Bldg-A\run01\98206A bldg_A_01.cds ------------------------------------------------------------------------------- Endwall Plane EWB Design ........ Non -Expandable Frame (SS ) R:\Jobs\Active\ENG\14-B-98206\ver01-yxyanothai\Bldg-A\run01\AwallEWB_Ol.edf Panel ....................... (EXISTING DURARIB BY STAR) Girts ........................ 55.0 ksi Yield Strength Girts Spacings 713-3/4 610 Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 713-3/4 29.312 8X2.5Z16 None S 0.000 0.000 S 1 1313-3/4 23.535 8X2.5216 None S 0.000 0.000 S FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bay Distance 1410 1210 N/A 8X3.5C14 8X2.5C16 1 510 COLUMNS ----- <NONE FOR THIS WALL LOCATION> FRAMES ----- Type Span Live W=nd Eave Trib Grid Labels SS 30.000 20.00/110.00 16.00/ 24.67 1 2 3 Note: Use square anchor rod layout. k Eds2Xds User: yxyanothai Lockeford Relative path: \\Ikffile01\ts\jobs\Active\Eng\14-B-98206 ------------------------------------------------------------------------------ Building: Bldg -A CDS file name: 14-B-98206_Bldg-A_Eds2Xds.cds PInnP-,-, . Job Number: 14-B-98206 Date: 09/22/2015 02:08:59 PM Name File Left File 1 SWA \ver01- x anothai\Bld -A\run01\AwallSWA 01.edf EWD \ver01- x anothai\Bld -A\run01\AwaliEWD 01.edf SWC \ver01- x anothai\Bld -A\run01\AwallSWC 01.edf EWB \ver01- x anothai\Bld -A\run01\AwallEWB 01.edf RPA \ver01- x anothai\Bld -A\run01\AroofRPA 01.edf Frames Frame Line Left Frame Left File 1 A \ver01- x anothai\Bld -A\Drft\x01 L 2 A \ver01- x anothai\Bld -A\Drft \x01L 3 A \ver01- x anothai\Bld -A\Drft \x01L Pnrtal Frames Plane Bay - Frame File Name 9 09/22/2015 Star Building Systems FRAME ID #1 USER NAME:yxyanothai DATE: 9/22/15 TIME:14:07:38 PAGE: 1 -1 8600 S. I-35, Oklahoma City, OK 73149 ss 30./13.5/30.833 20./110./0. JOB NAME:98206A FILE:frame 1 2 3.fra LOCATION: Gridlines 1 2 3 (1) All sectional dimensions are in inches. DETAIL FILE: tive\eng\14-B-98206\ver01-yxyanothai\Bldg-A\Drftg\xO1L (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 906 lbs (3) Left Column Flange Braces use the Optional Liner Attachment Rafter Offset :8"-Z 505'(8.2511) (4) Right Column Flange Braces use the Optional Liner Attachment Column Offsets : 7'3 3/4"(FLUSH) - LEFT COLUMN (8.25")- RIGHT COLUMN Location 1 *-B2 O3 O4 5 O6 7 O8 9 *-A 10 11 12 Web Dep. 8.0 8.0 N/A 11.5 11.5 11.5 11.5 11.5 9.0 9.0 9.0 N/A Type BASE HORZ STF CAP (EXT) 2E/2E SPLICE SPLICE SPLICE 2E/2E BASE SPLICE HORZ STF CAP (EXT) Plate(DN) 6.0X0.375 2.25X0.25 5.0X0.25 6.0X0.5 N/A N/A N/A 6.0X0.5 6.ORO.375 N/A 2.75X0.25 6.0X0.25 Plate(UP) N/A N/A N/A 6.OX0.5 N/A N/A N/A 6.OX0.5 N/A N/A N/A N/A Bolts (4)-3/4 N/A N/A (8)-3/4 N/A N/A N/A (8)-3/4 (4)-3/4 N/A N/A N/A BlJ IDL1 SYSTEM -S..@ AN NCI:COMPANY REACTIONS BUILDER: MODERN BUILDING INC CUSTOMER: KEN GILMORE JOB NUMBER: 14-B-98206 Notes 1) The reactions provided are based on the Order Documents at the time of mailing. Any changes to building loads or dimensions may change the reactions. The reactions will be superseded and voided by any future mailing. 2) The reactions provided have been created with the following layout (unless noted otherwise). a) A reaction table is provided with the reactions for each load group. b) Rigid Frames (1) Gabled Buildings (a) Left and Right columns are determined as if viewing the left side of the building, as shown on the anchor rod drawing, from the outside of the building. (b) Interior columns are spaced from left side to right side. (2) Single Slope Buildings (a) Left column is the low side column. (b) Right column is the high side column. (c) Interior columns are spaced from low side to high side. c) Endwalls (1) Left and Right columns are determined as if viewing the wall from the outside. (2) Interior columns are spaced from left to right. d) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer. e) Anchor rods are ASTM F 1554 Gr. 36 material unless noted otherwise on the anchor rod layout drawing. f) X -Bracing (1) Rod Bracing reactions have been included in values shown in the reaction tables. (2) For IBC and UBC based building codes, when x -bracing is present in the sidewall, individual longitudinal seismic loads (RBUPEQ and RBDWEQ) do not include the amplification factor, 00. (3) For IBC and UBC based building codes, when x -bracing is present in the endwall, individual transverse seismic loads (EQ) do not include the amplification factor, DO. 3) Reactions are provided as un -factored for each load group applied to the column. The foundation engineer will apply the appropriate load factors and combine the reactions in accordance with the building code and design specifications to determine bearing pressures and concrete design. The factors applied to load groups for the steel column design may be different than the factors used in the foundation design. a) For projects using ultimate design wind speeds such as 2012 IBC or 2010 Florida building code, the wind load reactions are at a strenieth value with a load factor of 1.0. The manufacturer does not provide "maximum" load combination reactions. However, the individual load reactions provided may be used by the foundation engineer to determine the applicable load combinations for his/her design procedures and allow for an economical foundation design. 11 09/22/2015 Rev G 7/01/13 FRAME ID #1 USER NAME:yxyanothaiDATE: 9/22/15 PAGE: 1 - ss 30./13.5/30.833 20./110. JOB NAME:98206A FILE:frame 1 2 3.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 1 2 3 NOTES:(1) All reactions are in kips and kip -ft. TIME:14:07:38 overstrength factor (Omega) is not included in the "RBDWEQ" and "RBUPEQ" Load Group reactions. R�� eismicE-ONLY" combination reactions include an overstrength factor of: 2.000 v�'v v44 HL--�z HR VL VR *-B *-A LOAD GROUP REACTION TABLE * = 1 2,3 COLUMN DESCRIPTION Roof Dead Load *-B LL Roof Live Load *-A COLL LOAD GROUP HL VL LNL HR VR LNR DL 0.3 1.4 0.0 -0.3 1.5 0.0 LL 1.2 5.4 0.0 -1.2 5.7 0.0 COLL 0.1 0.2 0.0 -0.1 0.2 0.0 EQ -0.3 -0.3 0.0 -0.3 0.3 0.0 RBUPEQ 0.0 -0.4 -0.7 -0.0 -0.5 -0.7 WL1 -3.8 -9.3 0.0 -1.8 -5.4 0.0 WL2 -4.0 -5.5 0.0 -0.9 -1.8 0.0 WL3 2.4 -4.2 0.0 4.7 -10.5 0.0 WL4 2.2 -0.4 0.0 5.6 -6.9 0.0 LWL1 0.3 -8.3 0.0 -1.3 -6.4 -0.4 RBUPLW 0.0 -1.0 -1.8 -0.0 -1.2 -1.9 LWL2 0.3 -6.5 0.0 -1.3 -8.1 -0.4 LWL3 0.0 -4.5 0.0 -0.4 -2.8 -0.4 LWL4 0.1 -2.7 0.0 -0.4 -4.5 -0.4 RBDWLW -0.0 1.0 0.0 0.0 1.2 0.0 RBDWEQ -0.0 0.4 0.0 0.0 0.5 0.0 LOAD GROUP DL DESCRIPTION Roof Dead Load LL Roof Live Load COLL Roof Collateral Load EQ Lateral Seismic Load [parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Longit. Seismic WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral.Primary Wind Load LWL1 Longitudinal Primary Wind Load RBUPLW Upward Acting Rod Brace Load from Longitud. Wind LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load RBDWLW Downward Acting Rod Brace Load from Longit. Wind RBDWEQ Downward Acting Rod Brace Load from Long. Seismic 4 . 12 09/22/2015 Star Building Systems, OKC, OK Page: 5 Bracing Design Program User: yxyanothai Job Number: 98206A Design Summary Report Version: 5.06.1 run01 Date: 09/22/15 Start Time: 11:16:24 R:\Jobs\Active\ENG\14-B-98206\ver02-yxyanothai\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2013 CALIFORNIA BUILDING CODE (Reference 2012 International Building Code) Seismic -resistance System Per: 2010 ASCE 7 Longitudinal seismic loading case 1 (PLANE EWD endwall to opposite endwall is force direction) Soil Profile Type ................................................... D Seismic design category ............................................. D Mapped spectral response accel. for short periods (Ss) .............. 0.621 Mapped spectral response accel. for 1 second periods (S1)........... 0.28 Design 5% damped spectral response accel. at short periods (Sds) 0.539525 Design 5% damped spectral response accel. at period l sec. (Shc) 0.343467 Longitudinal Building Period (T).................................... 0.15 Seismic Reliability/Redundancy Factor ............................... 1.3 Seismic Importance Factor(I)....................................... 1 Building minimum longitudinal R value ............................... 3.25 Building minimum transverse R value ................................. 3.25 Roof dead load included in Seismic force "W" (psf).................. 4.224 Roof collateral load included in Seismic force "W" (psf)............ 0.500 Roof Brace External loading (W) .7rhoV Brc T Brc T Brc strut spans applied to strut line Total --------- ---'----------------------------- ------ ------ /bay ------ Allow ------ PLANE RPA: 1 1.522 TOTAL 0.111 @ FRAME LINE 1, 3 0.650 @ BAY 1, 2 0.5000" ROD 11.000, Transfered = 2.655 0.40 0.44 0.44 4.79 2 4.192 TOTAL 0.324 @ FRAME LINE 1, 3 1.772 @ BAY 1, 2 0.5000" ROD 19.000' Transfered = 1.537 0.23 0.29 0.29 4.79 3 2.700 TOTAL 0.228 @ FRAME LINE 1, 3 1.122 @ BAY 1, 2 PLANE --------- -------------------------------- ------ ------ ------ ------ - Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25 Roof bracing load E=rhoV; rho=1.30 13 09/22/2015 Star Building Systems, OKC, OK Page: 6 Bracing Design Program User: yxyanothai Job Number: 98206A Design Summary Report Version: 5.06.1 run01 Date: 09/22/15 Start Time: 11:16:24 R:\Jobs\Active\ENG\14-B-98206\ver02-yxyanothai\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- -------------------------- PLANE SWA: Line 1 2.655 Transfered from roof Tier 1 13.50' 1.522 TOTAL 0.111 @ FRAME LINE 1, 3 0.650 @ BAY 1, 2 Transfered = 4.177 Weight (W) V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25 V = (0.54)/((3.25)/(1.00))( 4.18) 0.69 0.7*Omega*V = 0.7*2.00*0.693 = 0.97 Brace T 1.11 Brace T / Bay = 1.11 / 1 bays = 1.11 Rod Design = 0.5000" ROD Brace Allowable = 5.74 Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWC: Line 3 1.537 Transfered from roof Tier 1 16.00' 2.700 TOTAL 0.228 @ FRAME LINE 1, 3 1.122 @ BAY 1, 2 Transfered 4.237 Weight (W) V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25 V = (0.54)/((3.25)/(1,00))( 4.24) = 0.70 0.7*Omega*V = 0.7*2.00*0.703 = 0.98 Brace T = 1.17 Brace T / Bay = 1.17 / 1 bays = 1.17 Rod Design = 0.5000" ROD Brace Allowable = 5.74 14 09/22/2015 ;Star Building Systems, OKC, OK User: yxyanothai Page: F1- 1 R -Frame Design Program - Version V5.06 Job 98206A Input Data Echo File: frame_1_2_3.fra Date: 9/22/15 ss 30./13.5/30.833 20./110./0. Start Time: 14:07:38 J:\Active\eng\14-B-98206\ver01-yxyanothai\Bldg-A\ VERSION V5.06 BRAND STAR DESCRIPTION ss 30./13.5/30.833 20./110./0. FRAME_ID 1 # FRAME LEFT SIDE IS BLDG. PLANE SWA # AND FRAME RIGHT SIDE IS BLDG. PLANE SWC PRINT echo code loads base connection deflection profile seismic detail \ flg_brace summary stiffeners pro_grplds OPTIMIZATION none *PLANT atw *JOB 98206A ANALYZE all *DATASET members brace combinations wind -array connection base BUILDING LABEL A LOCATION frame lines 1 2 3 LATERAL GRID LABEL 1 2 3 LONGITUDINAL GRID LABEL B A NUMBER FRAMES 1 *PRICE complete TYPE LEFT ss t',cs 60. 60. TYPE RIGHT ss t cs 60. 60. WIDTH 30. 30. LENGTH 50. EAVE LEFT 13.5 *ROOF SLOPE LEFT 1. EAVE RIGHT 16' GIRT DEPTH'LEFT 8. 0. *PURLIN DEPTH 8. 8.25 GIRT DEPTH RIGHT 8. 8.25 GIRT THICKNESS LEFT 0.085 *PURLIN THICKNESS 0.07 GIRT THICKNESS RIGHT 0.059 GIRT FLANGE 2.5 *PURLIN FLANGE 3.5, , PURLIN STIFFNESS 33.485 14.367 5.184 5.535 CODE LABEL 2013 CALIFORNIA BUILDING CODE BUILDING.CODE IB12 U=Normal DEAD LOAD 2.229 *COLLATERAL LOAD 0.5 LIVE LOAD 20. reduce SNOW R=O: E=0.9 T=1. S=N WML=30. WIND CODE AS10- SEISMIC CODE AS10 SEISMIC LOAD S1=28. SS=62.1 TL=16. %CR=NORM %SR=NORM RHOL=1.3 R=3.5 LOF=2. \ TOF=2.5 RL=3.25 Cd=3. Ct=0.028 SOIL PROFILE D SECOND ORDER FOA ROOF TRIBUTARY TR= 30.8337 WALL TRIBUTARY LEFT TR= 24.667 S=O. E=13.5 WALL TRIBUTARY RIGHT TR= 30.8337 S=O: E=16. DESIGN ASD10 LATERAL BRACE LENGTH 24.67 STIFFNESS CHECK SNOW ONLY BOLT TIGHTENING Fully DEFLECTION ROOF L=180. S=180. W=180. G=120. DEFLECTION WALL L=60. S=60. W=60. E=40. C=100. G=60. TW=60. TE=50. SYMKNEE CONNECTION SPLICE GUSSETS NA BRACING SIDES LC=1 RA=1 RC=3 BRACE ATTACHMENT CLIP FLANGE BRACE ATTACHMENT LC=1 RA=O RC=1 GIRT SPACING LEFT 7.3125 GIRT SPACING RIGHT . GIRT BRACE LEFT $ z 15 GIRT BRACE RIGHT • 09/22/2015 F i PURLIN SPACING 5@5. PURLIN BRACE M M M N M LEFT COLUMN BASE W=6. T=0.375 L=8.5 N=2 D=0.75 8. 8. 0. 5. 0.25 0.185 5. 0.25 LEFT RAFTER CONNECTION 0=2E I=2E W=6. T=0.5 D=0.75 1-1.5 0. 0. 5. 0.25 0.134 5. 0.25 0. 0. 10. 5. 0.25 0.134 5. 0.25 0. 0. 10. 5. 0.25 0.134 5. 0.25 0. 11.5 4.0362 5. 0.25 0.134 5. 0.25 CONNECTION 0=2E I=2E W=6. T=0.5 D=0.75 RIGHT COLUMN BASE W=6. T=0.375 L=9.5 N=2 D=0.75 9. -0. 10. 6. 0.25 0.134 6. 0.25 0. 9. 0. 6. 0.25 0.185 6. 0.25 WIND LOAD WL1 22.351 0.2200 -0.8700 -0.5500 '-0.4700 15.000 Left WIND LOAD WL2 22.351 0.5800 -0.5100 -0.1900 -0.1100 15.000 Left WIND LOAD LWL1 22.351 -0.6300 -0.8700 -0.5500 -0.6300 15.000 WIND LOAD LWL2 22.351 -0.6300 -0.5500 -0.8700 -0.6300 15.000 WIND LOAD LWL3 22.351 -0.2700 -0.5100 -0.1900 -0.2700 15.000 WIND LOAD LWL4 22.351 -0.2700 -0.1900 -0.5100 -0.2700 15.000 WIND LOAD MWL1 16.000 .0.5000 0.5000 0.5000 -0.5000 0.000 WIND LOAD MWL2 16.000 -0.5000 -0.5000 -0.5000 0.5000 0.000 WIND LOAD WL3 22.351 -0.4700 -0.5500 -0.8700 0.2200 15.000 Right WIND LOAD WL4 22.351 -0.1100 -0.1900 -0.5100 0.5800 15.000 Right LOAD COMBINATIONS 1)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA L 2)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA R 3)1.07553 DL 0.91 EQ *DEFL 50. 120. *PDELTA L 4)1.07553 DL 0.91 EQ *DEFL '50. 120. *PDELTA R 5)1.07553 DL -0.91 EQ *DEFL 50. 120. *PDELTA L 6)1.07553 DL -0.91 EQ *DEFL 50. 120. *PDELTA R 7)1.07553 DL 1.07553 COLL 0.91 EQ *DEFL 50. 120. *PDELTA L 8)1.07553 DL 1.07553 COLL 0.91 EQ *DEFL 50. 120. *PDELTA R 9)1.07553 DL 1.07553 COLL -0.91 EQ *DEFL 50. 120. *PDELTA L 10)1.07553 DL 1.07553 COLL -0.91 EQ *DEFL 50. 120. *PDELTA R 11)0.52447 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA L 12)0.52447 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA R 13)0.52447 DL 0.91 EQ *DEFL 50. 120. *PDELTA L 14)0.52447 DL 0.91 EQ *DEFL 50. 120. *PDELTA R 15)0.52447 DL -0.91 EQ *DEFL 50. 120. *PDELTA L 16)0.52447 DL -0.91 EQ *DEFL 50. 120. *PDELTA R 17)0.7921 DL 2. RBUPEQ *TYPE R *APP C *PDELTA L 18)0.7921 DL 2 RBUPEQ *TYPE R *APP C *PDELTA R 19)0.7921 DL 2.5 EQ *TYPE R *APP C *PDELTA L 20)0.7921 DL 2.5 EQ *TYPE R *APP C *PDELTA R 21)0.7921 DL -2.5 EQ *TYPE R *APP C *PDELTA L 22)0.7921 DL -2.5 EQ *TYPE R *APP C *PDELTA R 23)1.3079 DL 1.3079 COLL 2.5 EQ *TYPE R *APP C *PDELTA L 24)1.3079 DL 1.3079 COLL 2.5 EQ *TYPE R *APP C *PDELTA R 25)1.3079 DL 1.3079 COLL -2.5 EQ *TYPE R *APP C *PDELTA L 26)1.3079 DL 1.3079 COLL-2.5.EQ *TYPE R *APP C *PDELTA R 27)0.7921 DL 2.5 EQ *TYPE R *APP B *PDELTA L 28)0.7921 DL 2.5 EQ *TYPE R *APP B *PDELTA R 29)0.7921 DL -2.5 EQ *TYPE R *APP B *PDELTA L 30)0.7921 DL -2.5 EQ *TYPE R *APP B *PDELTA R 31)1.3079 DL 1.3079 COLL 2.5 EQ *TYPE R *APP B *PDELTA L 32)1.3079 DL 1.3079 COLL 2.5 EQ *TYPE R *APP B *PDELTA R 33)1.3079 DL 1.3079 COLL -2.5 EQ *TYPE R *APP B *PDELTA L 34)1.3079 DL 1.3079 COLL -2.5 EQ *TYPE R *APP B *PDELTA R 16 35) 0.7921 DL 3.5 EQ *TYPE R *APP K *PDELTA L 09/22/2015 Q 36)0.7921 DL 3.5 EQ *TYPE R *APP K *PDELTA R 37)0.7921 DL -3.5 EQ *TYPE R *APP K *PDELTA L 38)0.7921 DL -3.5 EQ *TYPE R *APP K *PDELTA R 39)1.3079 DL 1.3079 COLL 3.5 EQ *TYPE R *APP K *PDELTA L 40)1.3079 1. DL 1.3079 COLL 3.5 EQ *TYPE R *APP K *PDELTA R 41)1.3079 0.45 DL 1.3079 COLL -3.5 EQ *TYPE R *APP K *PDELTA L 42)1.3079 \ DL 1.3079 COLL -3.5 EQ *TYPE R *APP K *PDELTA R 43)1. DL 0.6 WL1 *DEFL 60. 120. *PDELTA L 44)1. DL 0.6 WL1 *DEFL 60. 120. *PDELTA R 45)1. DL 0.6 WL2 *DEFL 60. 120. *PDELTA L 46)1. DL 0.6 WL2 *DEFL 60. 120. *PDELTA R 47)1. DL 0.6 WL3 *DEFL 60. 120. *PDELTA L 48)1. DL 0.6 WL3 *DEFL 60. 120. *PDELTA R 49)1. DL 0.6 WL4 *DEFL 60. 120. *PDELTA L 50)1. DL 0.6 WL4 *DEFL 60. 120. *PDELTA R 51)0.6 DL 0.6 WL1 *DEFL 60. 120. *PDELTA L 52)0.6 DL 0.6 WL1 *DEFL 6.0. 120. *PDELTA R 53)0.6 DL 0.6 WL2 *DEFL 60. 120. *PDELTA L 54)0.6 DL 0.6 WL2 *DEFL 60. 120. *PDELTA R 55)0.6 DL 0.6 LWL1 0.6 RBUPLW *DEFL 60. 120. *PDELTA L 56)0.6 DL 0.6 LWL1 0.6 RBUPLW *DEFL 60. 120. *PDELTA R 57)0.6 DL 0.6 LWL2 0.6 RBUPLW *DEFL 60. 120. *PDELTA L 58)0.6 DL 0.6 LWL2 0.6 RBUPLW *DEFL 60. 120. *PDELTA R 59)0.6 DL 0.6 LWL3 0.6 RBUPLW *DEFL 60. 120. *PDELTA L 60)0.6 DL 0.6 LWL3 0.6 RBUPLW *DEFL 60. 120. *PDELTA R 61)0.6 DL 0.6 LWL4 0.6 RBUPLW *DEFL 60. 120. *PDELTA L 62)0.6 DL 0.6 LWL4 0.6 RBUPLW *DEFL 60. 120. *PDELTA R 63)0.6 DL 0.6 WL3 *DEFL 60. 120. *PDELTA L 64)0.6 DL 0.6 WL3 *DEFL 60. 120. *PDELTA R 65)0.6 DL 0.6 WL4 *DEFL 60. 120. *PDELTA L 66)0.6 DL 0.6 WL4 *DEFL 60. 120. *PDELTA R 67)0.6 MWL1 *TYPE M- 0.75 68)0.6 MWL2 *TYPE M 0.45 69)1. DL 1. COLL 0.6 WL1 *DEFL 60. 0. *PDELTA L 70)1. DL 1. COLL 0.6 WL1 *DEFL 60. 0. *PDELTA R 71)1. DL 1. COLL 0.6 WL2 *DEFL 60. 0. *PDELTA L 72)1. DL 1. COLL 0.6 WL2 *DEFL 60. 0. *PDELTA R 73)1. DL 1. COLL 0.6 WL3 *DEFL 60. 0. *PDELTA L 74)1. DL 1. COLL 0.6 WL3 *DEFL 60. 0. *PDELTA R 75)1. DL 1. COLL 0.6 WL4 *DEFL 60. 0. *PDELTA L 76)1. DL 1. COLL 0.6 WL4 *DEFL 60. 0. *PDELTA R 77)1. DL 0.75 LL 1. COLL 0.45 WL1 *DEFL 60. 0. *PDELTA L 78)1. DL 0.75 LL 1. COLL 0.45 WL1 *DEFL 60. 0. *PDELTA R 79)1. DL 0.75 LL 1. COLL 0.45 WL2 *DEFL 60. 0. *PDELTA L 80)1. DL 0.75 LL 1. COLL 0.45 WL2 *DEFL 60. 0. *PDELTA R 81)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBUPLW *DEFL 60. *PDELTA L 0. \ 82)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBUPLW *DEFL 60. 0. \ *PDELTA R 83)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBUPLW *DEFL 60. 0. \ *PDELTA L 84)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBUPLW *DEFL 60. 0. \ *PDELTA R 85)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBUPLW *DEFL 60. 0. \ *PDELTA L 86)1. DL 0.75 LL 1. COLL 0.45 LWL3' 0.45 RBUPLW *DEFL 60. 0. \ *PDELTA R 87)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBUPLW *DEFL 60. 0. \ *PDELTA L 88)1. DL 0.7,5 LL 1. COLL 0.45 LWL4 0.45 RBUPLW *DEFL 60. 0. \ *PDELTA R 89)1. DL 0.75 LL 1. COLL 0.45 WL3 *DEFL 60. 0. *PDELTA L 17 09/22/2015 90)1. DL 0.75 LL 1. COLL 0.45 WL3 *DEFL 60. 0. *PDELTA R 91)1. DL 0.75 LL 1. COLL 0.45 WL4 *DEFL 60. 0. *PDELTA L 92)1. DL 0.75 LL 1. COLL 0.45 WL4 *DEFL 60. 0. *PDELTA R 93)1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *DEFL 60. 0. *PDELTA L 94)1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *DEFL 60. 0. *PDELTA R 95)1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *DEFL 60. 0. *PDELTA L 96)1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *DEFL 60. 0. *PDELTA R 97)1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *DEFL 60. 0. *PDELTA L 98)1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *DEFL 60. 0. *PDELTA R 99)1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *DEFL 60. 0. *PDELTA L 100)1. DL 1. COLL. 0.6 LWL4 0.6 RBDWLW *DEFL 60. 0. *PDELTA R 101)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBDWLW *DEFL 60. 0. *PDELTA L 102)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBDWLW *DEFL 60. 0. *PDELTA R 103)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBDWLW *DEFL 60. 0. *PDELTA L 104)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBDWLW *DEFL 60. 0. *PDELTA R 105)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBDWLW *DEFL 60. 0. *PDELTA L 106)1. DL 0.75 LL i. COLL 0.45 LWL3 0.45 RBDWLW *DEFL 60. 0. *PDELTA R 107)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBDWLW *DEFL 60. 0. *PDELTA L 108)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBDWLW *DEFL 60. 0. *PDELTA R 109)1.07553 DL 1.07553 COLL 0.91 RBDWEQ *PDELTA L 110)1.07553 DL 1.07553 COLL 0.91 RBDWEQ *PDELTA R 111)1.3079 DL 1.3079 COLL 2. RBDWEQ *TYPE R *APP C *PDELTA L 112)1.3079 DL 1.3079 COLL 2. RBDWEQ *TYPE R *APP C *PDELTA R 113)1. LL *DEFL 60. 180. *TYPE D 114)0.6 WL1 *DEFL 60. 180. *TYPE D 115)0.6 WL2 *DEFL 60. 180. *TYPE D 116)0.6 LWL1 *DEFL 60. 180. *TYPE D 117)0.6 LWL2 *DEFL 60. 180. *TYPE D 118)0.6 LWL3 *DEFL 60. 180. *TYPE D 119)0.6 LWL4 *DEFL 60. 180. *TYPE D 120)0.6 WL3 *DEFL 60. 180. *TYPE D 121)0.6 WL4 *DEFL 60. 180. *TYPE D 122)1.3079 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 123)1.3079 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 124)0.7921 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 125)0.7921 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 126)1.3079 DL 1.3079 COLL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 127)1.3079 DL 1.3079 COLL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 LOADS' LC EQDW GLOB M C 13.500000 0.500000 0.000000 \ # PANEL%GIRT SELF -WEIGHT FOR E LC RBDWLW GLOB Y C 13.500000 -0.9540.00 0.250000 \ # WIND BRACE FORCE RC RBDWLW GLOB Y C 16.000000 -1.238000 -0.916700 \ # WIND BRACE FORCE LC RBUPLW GLOB Y C 0.010000 0.954000 0.250000 \ # WIND BRACE FORCE LC RBUPLW GLOB L C 0.010000 1.766000 0.000000 \ # WIND BRACE FORCE RC RBUPLW GLOB Y C 0.010000 1.238000 -0.916700 \ # WIND BRACE FORCE RC RBUPLW GLOB L C 0.010000 1.934000 0.000000 \ # WIND BRACE FORCE LC RBDWEQ GLOB Y C 13.500000 -0.374000 0.250000 \ 18 09/22/2015 19 09/22/2015 # SEISMIC BRACE FORCE RC RBDWEQ' GLOB Y C 16.000000 -0.450000 =.0.916700 \ # SEISMIC BRACE FORCE LC RBUPEQ GLOB Y C 0.010000 0.374000 0.250000 \. # SEISMIC BRACE FORCE LC RBUPEQ "GLOB L C 0.010000 0.693000 0.000000 \ # SEISMIC BRACE FORCE RC RBUPEQ' GLOB Y C 0.010000 0.450000 -0.916700 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB L C 0.010000 0.703000 0.000000 \ # SEISMIC BRACE FORCE RC LWL$ GLOB L C 0.010000 0.450000 '0.000000 \ # SEISMIC BRACE FORCE END 19 09/22/2015 ;Star Building Systems, OKC, OK User: yxyanothai Page: F1- 2 R -Frame Design Program - Version V5.06 Job : 98206A Building Grid label legend File: frame_1_2_3.fra Date: 9/22/15 ss 30./13.5/30.833 20./110./0. Start Time: 14:07:38 -----------------------7-------------------------------------------------------- Building Grid Label Legend Building A Frame Number 1 No -of Frames 1 Left Column Column @ * - B Right Column Column @ * A *Frames located @ l' Star Building Systems, OKC, OK User: yxyanothai Page: F1- 3 R -Frame Design Program - Version V5.06 Job : 98206A Code Summary Report File: frame_1_2_3.fra Date: 9/22/15 ss 30./13.5/30.833 20./110./0. Start Time: 14:07:38 -------------------------------------------------------------------------------- Building :A Frame Number :1 Location: frame lines 1 2 3 No. of Frames: 1 2013 CALIFORNIA BUILDING CODE Main Code Requirements Per : International Building Code 2012 Edition Supporting Design Manual(s): 2010 AISC Specification for Structural Steel Buildings,Allowable Strength Design 2005 AISC Seismic Provisions for Structural Steel Buildings Frame Data Eave height Left (feet).......... ................................. 13.500 Eave height Right (feet) ............................................ 16.000 Horizontal width from left to right steel line (feet) ............... 30.000 Horizontal distance to ridge from left side (feet).................. 30.000 Roof Slope Left (rise:12)........................................... 1.000 Column Slope Left & Right(lat:12).................................. 0.000 Purlin depth left & right side (inches)........ .................. 8.000 Frame Rafter Inset left & right side (inches) ....................... 8.250 Girt depth left & right side (inches) ............................... 8.000 Frame Column Inset left side (inches) ............................... 0.000 Frame Column Inset right side (inches) .............................. 8.250 Tributary Width left side (feet) .................................... 24.667 ..................................from Height 0.00 to Height 13.50 Tributary Width right side (feet) ................................... 30.834 ..................................from Height 0.00 to Height 16.00 Tributary Width roof (feet)................ ....................... 30.834 Tension Flange Bolt Hole Reduction......... Yes Tension Field Action at Knee..... ................................. Yes Second order analysis method ........................................ C2.2b Frame Design Loads Dead Load to Frame Rafter (psf)..................................... 2.229 Frame Rafter Dead Weight (psf)...................................... 0.423 Total Roof Dead Weight (psf)........................................ 2.652 Collateral Load to Frame Rafter (psf)................................ 0.500 Roof Live Load Entered (psf) W/ Live Load Reduction Requested....... 20.000 Design Roof Live Load Used (psf)..................................... 12.000 Roof Snow Load Entered (psf)........................................ 0.000 Snow Exposure Factor Entered [Ce] .................................. 0.900 Snow Importance Factor [I] -- Standard Use Category .................. 1.000 Snow Thermal Factor Entered [Ct] -- User Entered ..... :.............. 1.000 Snow Thermal Factor Used [Ct]Heated Building... ..................... 1.000 Slippery & Unobstructed Roof Surface. No Roof Snow Load [Pf = I*Pg] (psf).................................... 0.000 Snow Slope Factor[Cs].............................................. 1.000 Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf)....................... 0.000 21 UNBALANCED SNOW LOADING(s), 09/22/2015 -------------------------- No Unbalanced Roof Snow Loadings. Star Building Systems, OKC, OK User: yxyanothai Page: F1-4 R-Frame Design Program - Version V5.06 Job : 98206A Wind Summary Report File: frame_1_2_3.fra Date: 9/22/15 ss 30./13.5/30.833 20./110./0. -------------------------------------------------------------------------------- Start Time: 14:07:38 2013 CALIFORNIA BUILDING CODE Main Windforce-resisting system Per ASCE 7 Standard 2010 Edition Eave height Left (feet)............................................. 13.500 Eave height Right (feet)............................................ 16.000 Wind Elevation on left column (feet)................................. 13.500 Wind Elevation on right column (feet) ............................... 16.000 Total frame width (feet)............................................ 30.000 Total building length (feet)........................................ 50.000 Number of primary wind loadings.................................... 10 23 09/22/2015 Star Building Systems, OKC, OK User: yxyanothai Page: F1- 5 R -Frame Design Program - Version V5.06 Job : 98206A Continue Wind Summary Report File: frame_1_2_3.fra Date: 9/22/15 ss 30./13.5/30.833 20./110./0. Start Time: 14:07:38 -------------------------------------------------------------------------------- 2013 CALIFORNIA BUILDING CODE Main Windforce-resisting system Per ASCE 7 Standard 2010 Edition *** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME *** ----------------- Wind Load WL1 ----------------------------------------------------- Wind from left direction ---------- ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.220 -0.870( 50.0%) -0.550( 50.0%) -0.470 -------------------------------------------------------------------------------- Wind Load WL2 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.580 -0.510( 50.0%) -0.190( 50.0%) -0.110 -------------------------------------------------------------------------------- Wind Load LWL1 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.630 -0.870( 50.0%) -0.550( 50.0%) -0.630 -------------------------------------------------------------------------------- Wind Load LWL2 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.630 -0.550( 50.0%) -0.870( 50.0%) -0.630 -------------------------------------------------------------------------------- Wind.Load LWL3 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.270 -0.510( 50.0%) -0.190( 50.0%) -0.270 -------------------------------------------------------------------------------- Wind Load LWL4 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.270 -0.190( 50.0%) -0.510( 50.0%) -0.270 -------------------------------------------------------------------------------- Wind Load MWL1 Min. Wind from left dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.500 0.500 0.500 -0.500 ------------------------------------------------------------ Wind Load MWL2 Min. Wind from right dir. ------------- ------- ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.500 -0.500 -0.500 0.500 -------------------------------------------------------------------------------- Wind Load WL3 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.470, -0.550( 50.0%) -0.870( 50.0%) 0:220 -------------------------------------------------------------------------------- Wind Load WL4 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. ------------=--------------------------------------------------------- (Cp) -0.110 -0.190( 50.0%) -0.510( 50.0%) 0.580 ---------- Notes : 1. Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x%). If not shown the coefficients are 24 applied fully to their respective rafter. 09/22/2015 Star Building Systems, OKC, OK User: yxyanothai Page: F1- 6 R -Frame Design Program - Version V5.06 Job : 98206A Load Combinations Report File: frame_1_2_3.fra Date: 9/22/15 ss 30./13.5/30.833 20./110./0. Start Time: 14:07:38 -------------------------------------------------------------------------------- Load Combination : ------------------ 1) DL +LL +COLL (SOA -L) 2) DL +LL +COLL (SOA -R) 3) 1.0755DL +0.91EQ (SOA -L) 4) 1.0755DL +0.91EQ (SOA -R) 5) 1.0755DL-0.91EQ (SOA -L) 6) 1.0755DL-0.91EQ (SOA -R) 7) 1.0755DL +1.0755COLL +0.91EQ 8) 1.0755DL +1.0755COLL +0.91EQ 9) 1.0755DL +1.0755COLL-0.91EQ 10) 1.0755DL +1.0755COLL-0.91EQ 11) 0.5245DL +0.91RBUPEQ (SOA -L) 12) 0.5245DL +0.91RBUPEQ (SOA -R) 13) 0.5245DL +0.91EQ (SOA -L) 14) 0.5245DL +0.91EQ (SOA -R) 15) 0.5245DL-0.91EQ (SOA -L) 16) 0.5245DL-0.91EQ (SOA -R) 17), 0.7921DL +2.RBUPEQ (SOA -L) 18) 0.7921DL +2.RBUPEQ (SOA -R) 19) 0.7921DL +2.5EQ (SOA -L) 20) 0.7921DL +2.5EQ (SOA -R) 21) 0.7921DL -2.5EQ (SOA -L) 22) 0.7921DL -2.5EQ (SOA -R) 23) 1.3079DL +1.3079COLL +2.5EQ 24) 1.3079DL +1.3079COLL +2.5EQ 25) 1.3079DL +1.3079COLL -2.5EQ 26) 1.3079DL +1.3079COLL -2.5EQ 27) 0.7921DL +2.5EQ (SOA -L) 28) 0.7921DL +2.5EQ (SOA -R) 29) 0.7921DL -2.5EQ (SOA -L) 30) 0.7921DL -2.5EQ (SOA -R) 31) 1.3079DL +1.3079COLL +2.5EQ 32) 1.3079DL +1.3079COLL +2.5EQ 33) 1.3079DL +1.3079COLL -2.5EQ 34) 1.3079DL +1.3079COLL -2.5EQ 35) 0.7921DL +3.5EQ (SOA -L) 36) 0.7921DL +3.5EQ (SOA -R) 37) 0.7921DL -3.5EQ (SOA -L) 38) 0.7921DL -3.5EQ (SOA -R) 39) 1.3079DL +1.3079COLL +3.5EQ 40) 1.3079DL +1.3079COLL +3.5EQ 41) 1.3079DL +1.3079COLL -3.5EQ 42) 1.3079DL +1.3079COLL -3.5EQ 43) DL +0.6WL1 (SOA -L) 44) DL +0.6WL1 (SOA -R) 45) DL +0.6WL2 (SOA -L) 46) DL +0.6WL2 (SOA -R) 47) DL +0.6WL3 (SOA -L) 48) DL +0.6WL3 (SOA -R) 49) DL +0.6WL4 (SOA -L) 50) DL +0..6WL4 (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N C R P N C R P N C R P N C R P N C R P N C R P N C R P N C R P N C R P N C R P N B R P N B R P N B R P N B R P N B R P N B R P N B R P N B R P N K R P N K R P N K R P N K R P N K R P N K R P N K R P N K R P N A P N A P N A P N A P N A P N A P N A P N A P 25 09/22/2015 Star Building Systems, OKC, OK User: yxyanothai Page: F1- 7 R -Frame Design Program - Version V5.06 Job : 98206A Continue Load Comb Report File: frame_1_2_3.fra Date: 9/22/15 ss 30./13.5/30.833 20./110./0. Start Time: 14:07:38 -------------------------------------------------------------------------------- Load Combination 51) 0.6DL +0.6WL1 (SOA -L) 52) 0.6DL +0.6WL1 (SOA -R) 53) 0.6DL +0.6WL2 (SOA -L) 54) 0.6DL +0.6WL2 (SOA -R) 55) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA -L) 56) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA -R) 57) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA -L) 58) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA -R) 59) 0.6DL +0.6LWL3 +:0.6RBUPLW (SOA -L) 60) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA -R) 61) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA -L) 62) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA -R) 63) 0.6DL +0.6WL3 (SOA -L) 64) 0.6DL +0.6WL3 (SOA -R) 65) 0.6DL +0.6WL4 (SOA -L) 66) 0.6DL +0.6WL4 (SOA -R) 67) 0.6MWL1 68) 0.6MWL2 69) DL +COLL +0.6WL1 (SOA -L) 70) DL +COLL +0.6WL1 (SOA -R) 71) DL +COLL +0.6WL2 (SOA -L) 72) DL +COLL +0.6WL2 (SOA -R) 73) DL +COLL +0.6WL3 (SOA -L) 74) DL +COLL +0.6WL3 (SOA -R) 75) DL +COLL +0.6WL4 (SOA -L) 76) DL +COLL +0.6WL4 (SOA -R) 77) DL +0.75LL +COLL +0.45WL1 (SOA -L) 78) DL +0.75LL +COLL +0.45WL1 (SOA -R) 79) DL +0.75LL +COLL +0.45WL2 (SOA=L) 80) DL +0.75LL +COLL +0.45WL2 (SOA -R) 81) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW 82) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW 83) DL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW 84) DL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW 85) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW 86) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW 87) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW 88) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW 89) DL +0.75LL +COLL +0.45WL3 (SOA -L) 90) DL +0.75LL +COLL +0.45WL3 (SOA -R) 91) DL +0.75LL +COLL +0.45WL4 (SOA -L) 92) DL +0.75LL +COLL +0.45WL4 (SOA -R) 93) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA -L) 94) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA -R) 95) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA -L) 96) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA -R) 97) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA -L) 98) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA -R) 99) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA -L) 100) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N M N M N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P 26 09/22/2015 .;,Star Building Systems, OKC, OK User: yxyanothai Page: Fl- 8 R -Frame Design Program - Version V5.06 Job : 98206A Continue Load Comb Report File: frame_1_2_3.fra Date: 9/22/15 ss 30./13.5/30.833 -------------------------------------------------------------------------------- 20./110./0. Start Time: 14:07:38 Load Combination": ------------------ 101) DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW (SOA -L) N A P 102) DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW (SOA -R), N A P 103) DL +0.75LL +COLL +0.45LWL2 +0.45RBDWLW (SOA -L) N A P 104) DL +0.75LL +COLL +0.45LWL2 +0.45RBDWLW (SOA -R) N A P 105) DL +0.75LL +COLL +0.45LWL3 +0.45RBDWLW (SOA -L) N A P 106) DL +0.75LL +COLL +0.45LWL3 +0.45RBDWLW (SOA -R) N A P 107) DL +0.75LL +COLL +0.45LWL4 +0.45RBDWLW (SOA -L) N A P 108) DL +0.75LL +COLL +0.45LWL4 +0.45RBDWLW (SOA -R) N A P 109) 1.0755DL +1.0755COLL +0.91RBDWEQ (SOA -L) N A P 110) 1.0755DL +1.0755COLL +0.91RBDWEQ (SOA -R) N A P 111) 1.3079DL +1.3079COLL +2.RBDWE6 (SOA -L) N C R P 112) 1.3079DL +1.3079COLL +2.RBDWEQ (SOA-R) N C R P 113) LL D 114) 0.6WL1 D 115) 0.6WL2 . D 116) 0.6LWL1 D 117) 0.6LWL2 D 118) 0.6LWL3 D ' 119) 0.6LWL4 D 120) 0.6WL3 D 121) 0.6WL4 D 122) 1.3079DL +EQ D E 123) 1.3079DL -EQ D E 124) 0.7921DL +EQ D E 125) 0.7921DL -EQ D E 126) 1.3079DL +1.3079COLL +EQ D E 127) 1.3079DL +1.3079COLL -EQ D E Star Building Systems, OKC, OK User: yxyanothai Page: F1- 9 R -Frame Design Program - Version V5.06 Job : 9820GA Continue Load Comb Report Filer frame_1_2_3.fra Date: 9/22/15 ss 30./13.5/30.833 20./110./0. Start Time: 14:07:38 -------------------------------------------------------------------------------- Where DL = Roof Dead Load LL = Roof Live Load COLL = Roof Collateral Load EQ = Lateral Seismic Load [parallel to plane of frame] RBUPEQ= Upward Acting Rod Brace Load from Longit. Seismic WL1 = Lateral Primary Wind Load WL2 = Lateral Primary Wind Load WL3 = Lateral Primary Wind Load WL4 = Lateral Primary Wind Load LWL1 = Longitudinal Primary Wind Load RBUPLW= Upward Acting Rod Brace Load from Longitud. Wind LWL2 = Longitudinal Primary Wind Load LWL3 = Longitudinal Primary Wind Load LWL4 = Longitudinal Primary Wind Load MWL1 = Minimum Wind Load MWL2 Minimum Wind Load RBDWLW= Downward Acting Rod Brace Load from Longit. Wind RBDWEQ= Downward Acting Rod Brace Load from Long. Seismic Combination Descriptions N= No 1/3 Increase in Allowable for Combination B= Base Only Combination K= Knee Connection Only Combination A= Allowable Strength Design Combination - ASD10 C= Column Only Combination for Seismic D= Deflection Only Combination P= Second Order Analysis Combination - SOA R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations M= Minimum Wind Load Combination. Checked for Allowable Strength not for Deflection 28 09/22/2015 ,'Star Building,Systems, OKC, OK User: yxyanothai Page: F1- 10 R -Frame Design Program - Version V5.06 Job : 98206A User Load Report File: frame_1_2_3.fra Date: 9/22/15 ss ------------- 30./13.5/30.833 -------------------------- 20./110./0. ----------------------- Start ------------------ Time: 14:07:38 * USER INPUT LOADS ------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 LC EQDW GLOB M C 13.500 0.5000 0.0000 0.000 2 LC RBDWLW GLOB Y C 13.500 -0.9540 0.0000 0.250 3 RC RBDWLW GLOB Y C 16.000 -1.2380 0.0000 -0.917 4 LC RBUPLW GLOB. Y C 0.010 0.9540 0.0000 0.250 5 LC RBUPLW GLOB L C 0.010 1.7660 0.0000 0.000 6 RC RBUPLW GLOB Y C 0.010 1.2380 0.0000 -0.917 7 RC RBUPLW GLOB L C 0.010 1.9340 0.0000 0.000 8 LC RBDWEQ GLOB Y C 13.500 -0.3740 0.0000 0.250 9 RC RBDWEQ GLOB Y C 16.000 -0.4500 0.0000 -0.917 10 LC RBUPEQ GLOB Y C 0.010 0.3740 0.0000 0.250 11 LC RBUPEQ GLOB L C 0.010 0.6930 0.0000 0.000 12 RC RBUPEQ GLOB Y C 0.010 0.4500 0.0000 -0.917 13 RC RBUPEQ GLOB L C 0.010 0.7030 0.0000 0.000 14 RC LWL$ GLOB L C 0.010 0.4500 0.0000 0.000 ,Star Building Systems, OKC, OK User: yxyanothai Page: F1- 11 R -Frame Design Program - Version V5.06 Job : 98206A Load Report File: frame_1_2_3.fra Date: 9/22/15 ss 30./13.5/30.833 20./110./0. Start Time: 14:07:38 ------------------------------------------------------=------------------------- * GENERAL LOAD CARDS GENERATED LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 LC EQDW GLOB M C 13.500 0.5000 N/A 0.000 2 LC RBDWLW GLOB Y C 13.500 -0.9540 N/A 0.250 3 RC RBDWLW GLOB Y C 16.000 -1.2380 N/A -0.917 4 LC RBUPLW GLOB Y C 0.010 0.9540 N/A 0.250 5 LC RBUPLW GLOB L C 0.010 1.7660 N/A 0.000 6 RC RBUPLW GLOB Y C 0.010 1.2380 N/A -0.917 7 RC RBUPLW GLOB L C 0.010 1.9340 N/A 0.000 8 LC RBDWEQ GLOB Y C 13.500 -0.3740 N/A 0.250 9 RC RBDWEQ GLOB Y C 16.000 -0.4500 N/A -0.917 10 LC RBUPEQ GLOB Y C 0.010 0.3740 N/A 0.250 11 LC RBUPEQ GLOB L C 0.010 0.6930 N/A 0.000 12 RC RBUPEQ GLOB Y C 0.010 0.4500 N/A -0.917 13 RC RBUPEQ GLOB L C 0.010 0.7030 N/A 0.000 14 RC LWL$ GLOB L C 0.010 0.4500 N/A 0.000 15 RC LWL1 GLOB L C 0.010 0.4500 N/A 0.000 '16 RC LWL2 GLOB L C 0.010 0.4500 N/A 0.000 17 RC LWL3 GLOB L C 0.010 0.4500 N/A 0.000 18 RC LWL4 GLOB L C 0.010 0.4500 N/A 0.000 19 LR DL XREF Y U 0.000 -0.0687 N/A 0.000 20 LC SW GLOB Y U 0.000 -0.0135 N/A 0.000 21 LR SW GLOB Y U 0.000 -0.0138 N/A 0.000 22 RC SW GLOB Y U 0.000 -0.0148 N/A 0.000 23 LR LL XREF Y U 0.000 -0.3700 N/A 0.000 24 LR COLL XREF Y U 0.000 -0.0154 N/A 0.000 25 LR SNOW XREF Y U 0.000 0.0000 N/A 0.000 26 LC WL1 MEMB Y U 0.000 -0.1213 N/A 0.000 27 RC WL1 MEMB Y U 0.000 0.3239 N/A 0.000 28 LR WL1 MEMB Y U 0.000 0.5996 N/A 0.000 29 LR WL1 MEMB Y U 15.052 -0.2205 N/A 15.052 30 LC WL2 MEMB Y U 0.000 -0.3198 N/A 0.000 31 RC WL2 MEMB Y U 0.000 0.0758 N/A 0.000 32 LR WL2 MEMB Y U 0.000 0.3515 N/A 0.000 33 LR WL2 MEMB Y U 15.052 -0.2205 N/A 15.052 34 LC LWL1" MEMB Y U 0.000 0.3473 N/A 0.000 35 RC LWL1 MEMB Y U 0.000 0.4342 N/A 0.000 36 LR LWL1 MEMB Y U 0.000 0.5996 N/A 0.000 37 LR LWL1 MEMB Y U 15.052 -0.2205 N/A 15.052 38 LC LWL2 MEMB Y U 0.000 0.3473 N/A 0.000 39 RC LWL2 MEMB Y U 0.000 0.4342 N/A 0.000 40 LR LWL2 MEMB Y U 0.000 0.3790 N/A 0.000 41 LR LWL2 MEMB Y U 15.052 0.2205 N/A 15.052 42 LC LWL3 MEMB Y U 0.000 0.1489 N/A 0.000 43 RC LWL3 MEMB Y U 0.000 .0.1861 N/A 0.000 44 LR LWL3 MEMB Y U 0.000 0.3515 N/A 0.000 45 LR LWL3 MEMB Y U 15.052 -0.2205 N/A 15.052 46 LC LWL4 MEMB Y U 0.000 0.1489 N/A 0.000 41,RC LWL4 MEMB Y U 0.000 0.1861. N/A 0.000 48 LR LWL4 MEMB Y U 0.000 0.1309 N/A 0.000. 49 LR LWL4 MEMB Y U 15.052 0.2205 N/A 15.052 50 LC MWL1 MEMB Y U 0.000 -0.1973 N/A 0.000 30 09/22/2015 Star Building Systems, OKC, OK User: yxyanothai . Page: F1- 12 R -Frame Design Program - Version V5.06 Job : 98206A Load Report File: frame_1_2_3.fra Date: 9/22/15 ss 30./13.5/30.833 20./110./0. Start Time: 14:07:38 -------------------'------------------------------------------------------------- 51 RC MWL1 MEMB Y U 0.000 0.2467 N/A 0.000 52 LR MWL1 GLOB X U 0.000 0.0205 N/A 0.000 53 LC MWL2 MEMB Y U 0.000 0.1973 N/A 0.000 54 RC MWL2 MEMB Y U 0.000 -0.2467 N/A 0.000 55 LR MWL2 GLOB X U 0.000 -0.0205 N/A 0.000 56 LC WL3 MEMB Y U 0.000 0.2591 N/A 0.000 57 RC WL3 MEMB Y U 0.000 -0.1516 N/A 0.000 58 LR WL3 MEMB Y U 0.000 0.3790 N/A 0.000 59 LR WL3 MEMB 'Y U 15.052 0.2205 N/A 15.052 60 LC WL4 MEMB Y U 0.000 0.0606 N/A 0.000 61 RC WL4 MEMB Y U 0.000 -0.3997 N/A 0.000 62 LR WL4 MEMB Y U 0.000 0.1309 N/A 0.000 63 LR WL4 MEMB - Y U 15.052 0.2205 N/A 15.052 31 09/22/2015 Star Building Systems, OKC, OK User: yxyanothai Page: F1- 13 R -Frame Design Program - Version V5.06 Job : 98206A Seismic Summary Report File: frame_1_2_3.fra Date: 9/22/15 ss 30./13.5/30.833 20./110./0. Start Time: 14:07:38 -------------------------------------------------------------------------------- 2013 CALIFORNIA BUILDING CODE Main Seismic Force Resisting System Per ASCE 7 Standard 2010 Edition Standard Risk Category Building for Seismic Loadings Seismic Loads Required for Building ................................ Yes Response Acceleration Coeff., for Short Periods [Ss] (%g) .......... 62.1000 Response Acceleration Coeff., for 1 sec. Periods [S1] Mg) ......... 28.0000 Long -period Transition Period Time [TL] (seconds) .................. 16.0000 Seismic.Performance Category ....................................... D Soil Profile Type .................................................. D Seismic Site Coefficient [Fa] ......... ....... ................. 1.3032 Seismic Site Coefficient [Fv]...................................... 1.8400 Maximum Spectral Response Accel., for Short Periods [Sms] (g) ...... 0.8093 Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) ..... 0.5152 Design Spectral Response Accel., for Short Periods [Sds] (g) ....... 0.5395 Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) ...... 0.3435 Seismic Response Modification Factor [R] ........................... 3.5000 Seismic Importance Factor [I] ...................................... 11.0000 Storage/Equipment Areas and/or Service Rooms Exist ................. No Seismic Story Height (hn) (feet) ................................... 14.7500 Seismic Fundamental Period [T] Used (seconds) ...................... 0.2411 Longitudinal Seismic Overstrength Factor [OMEGA] ................... 2.0000 Seismic Overstrength Factor [OMEGAo] ............................... 2.5000 Longitudinal Seismic Redundancy/Reliability Factor [L -rho] ......... 1.3000 Seismic Redundancy/Reliability Factor [rho] ........................ 1.3000 Snow in Seismic Force Calculations [Used] M ...................... 0.00 Snow in Seismic Force Calculations [Min. Required] (%) ............. 0.00 Snow in Seismic Load Combinations [Used] (%) ....................... 0.00 Snow in Seismic Load Combinations [Min. Required] (%) .............. 0.00 Mezz. Live load in Seismic Force Calculations [Used] (%) ........... 0.00 Mezz. Live load in Seismic Force Calculations [Min. Required] (%) .. 0.00 Mezz. Live load in Seismic Load Combinations [Used] (%) ............ 100.00 Mezz. Live load in Seismic Load Combinations [Min. Required] (%) ... 100.00 Building Height Limit (feet) ....................................... 65.0000 Seismic Story Drift Limit Factor ................................... 0.0250 Seismic Story Drift Limit (in) ..................................... 4.8000 Seismic Deflection Amplification Factor [Cd] ....................... 3.0000 Seismic Response Coefficient (Cs] Used ............................. 0.1541 Seismic Story Drift [Cd*Drift/Importance Factor] (in) .............. 1.214 Theta [Px*Ie*Delta/Vx/hx/Cd]........................................ 0.006 Theta Max [.5/BETA/Cd] where BETA=1.0 ............................... 0.167 Roof Dead Load = 3.125 Wall Weight = 0.000 Collateral Load 0.463 Snow Load = 0.000 Rafter Crane Weight = 0.000 ------------------------------------- Total Roof Weight = 3.588 kips User Mass Load (1) = 0.500 ------------------------------------- Total User Mass = 0.500 kips 32 09/22/2015 Total Roof Weight = 3.588 Total User Mass = 0.500. Mezzanine Weight = 0.000 Col. Crane Weight = 0.000 ------------------------------------- TOTAL Bldg Weight = 4.088 kips X X Seismic 'Coeff. = 0.1541 ------------------------------------- BASE SHEAR = 0.6301 kips Seismic Load for Roof at col # 1 = 0.2669 kips Seismic Load for Roof at col # 2 = 0.2863 kips SEISMIC LOAD for Roof in TOTAL = 0.5532 kips Seismic Ld for Mass # 1 @ col # 1 = 0.0769 kips Seismic Ld for Mass # 1 @ col # 2 = 0.0000 kips SEISMIC LOAD for Mass in TOTAL 0.0769 kips Star Building Systems, OKC, OK User: yxyanothai Page: F1- 14 R -Frame Design Program - Version V5.06 Job : 98206A Continued Seismic Load Report File: frame_1_2_3.fra Date: 9/22/15 ' ss 30./13.5/30.833 20./110./0. -----------------------------------------------------------=-------------------- Start Time: 14:07:38 * SEISMIC GENERAL LOAD CARDS GENERATED -------------------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 64 LC EQ YREF X C 12.338 0.2669 N/A 0.000 65 LC EQ YREF X C 13.500 0.0769 N/A 0.000 66 RC EQ, YREF X C 14.718 0.2863 N/A 0.000 v Star Building Systems, OKC, OK User: yxyanothai . Page: F1- 15 R -Frame Design Program - Version V5.06 Job : 98206A Forces and Allowable Stresses Summary File: frame_1_2_3.fra Date: 9/22/15 ss 30./13.5/30.833 20./110./0. Start Time: 14:07:38 -------------------------------------------------------------------------------- Left Column Analysis Length- 12.34 ft Kx = 1.00 Weight = 167. lbs Effective Ix = 50.4 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 1 11.87 8.000 8.000 5.00x 0.2500 0.1850 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks -------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb 111 -5.4 -26.0 -2.0 24.7 36.8 35.3 19.8 0.07 0.75 0.78 0.78 91 ------------------------------------------------------------------------------- Left Rafter Analysis Length = 28.66 ft Kx =.l.'00 Weight = 394. lbs Effective Ix = 103.3 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) •Start(in) End(in) (in) Thick (in) Angle (ksi) 2 3.95 11.500 11.500 S.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 3 10.00 11.500 11.500 S.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 4 10.00 11.500 11.500 5.00x 0.2500 0.1340 S.00x 0.2500 0.00 55.0 5 4.04 11.500 11.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 -----------------------------------------------------=-------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks -------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 201 -2.2 -25.1 5.0 20.0 36.6 34.5 10.7 0.29 0.50 0.53 0.53 91 309 -1.5 26.8 0.2 20.0 34.5 36.6 10.7 0.01 0.56 0.53 0.56 2 402 -1.5 26.6 -0.4 20.0 34.5 31.4 10.7 0.01 0.56 0.61 0.61 1 505 0.7 27.7 5.1. 32.9 34.5 36.6 10.7 0.30 0.56 0.53 0.56 63 -------------------------------------------------------------------------------- Right Column Analysis Length = 14.72 ft Kx = 1.00 Weight = 218. lbs Effective Ix = 74.4 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 6 10.00 9.000 9.000 6.00x 0.2500 0.1340 6.00x 0.2500 0.00 55.0 7 4.18 9.000 9.000 6.00x 0.2500 0.1850 6.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks -------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 607 3.3 20.2 0.8 32.9 21.6 35.9 16.6 0.04 0.75 0.46 0.75 65 705 5.5 28.7 1.4 32.9 26.5 36.5 19.8 0.04 0.84 0.61 0.84 63 TOTAL MEMBER WEIGHT = 779. lbs 35 09/22/2015 Star Building Systems, OKC, OK User: yxyanothai. Page: F1- 16 R -Frame Design Program - Version V5.06 Job : 98206A Anchor Rod and Base Plate Design File: frame_1_2_3.fra Date: 9/22/15 ss 30./13.5/30.833 20./110./0. Start Time: 14:07:38 -------------------------------------------------------------------------------- LEFT EXTERIOR COLUMN ANCHOR RODS AND BASE PLATE DESIGN ------------------------------------------------------ Anchor Rod & Base Plate Design Sizes >> 7 ----------------------------------- Use ( 4)- 0.750 in. Dia. A36 Anchor Rods Rod Gage 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 1.5000 Plate Size .: 6.0000x 8.5000x 0.3750 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design >> Standard Base Plate Welding >> (Using E70 Electrodes) Fillet Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratic Rod Tension 0.000 4.752 38.436 51 0.12 Rod Shear 2.397 0.000 23.061 89 0.10 Standard Base Plate Welding >> (Using E70 Electrodes) Fillet Weld Weld Weld Design Loading Type (kips) Weld Weld Size Length Capacity Force Load Check Location (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------ Inner Flg 0.25000 5.000 18.562 1.520 55 0.08 Outer Flg 0.25000 5.000 18.562 1.652 55 0.09 Web Plate 0.18750 8.000 22.274 2.767 51 0.12 RIGHT EXTERIOR COLUMN ANCHOR RODS AND BASE PLATE DESIGN Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4)- 0.750 in. Dia. A36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 2.5000 Plate Size : 6.0000x. 9.5000x 0.3750 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design >> Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio Rod Tension 0.000 5.412 38.436 63 0.14 Rod Shear 3.219 0.000 23.061' 65 0.14 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------ Inner Flg 0.25000 6.000 22.274 1.930 63 0.09 Outer Flg 0.25000 6.000 22.274 1.985 57 0.09 Web Plate 0.18750 9.000 25.058 3.351 65 0.13 36 09/22/2015 - Star Building Systems, OKC, OK User: yxyanothai Page: F1- 17 R -Frame Design Program - Version V5.06 Job : 98206A Connection Report File: frame_1_2_3.fra Date: 9/22/15 ss 30./13.5/30.833 20./110./0. Start Time: 14:07:38 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter Depth 1 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2.bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: ----------------------- Plate: 6.00 x 0.5000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 5.00 x 0.2500 in. I.S. 4.68 x 0.2500 in. Web Depth - 11.540 in. Web Thickness 0.185 in. Gage - 3.000 in. Center of Bolt to Flange: Flange: Pf top (out) - 1.917 in. BFCD top (out) - 1.750 in. 'Rise top (out) - 0.117 in. XTO top (out) - 1.875 in. Pf top (ins) - 1.832 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.117 in. XTI top (ins) - 1.874 in. Pf bot (out) - 1.751 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.000 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 1.999 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.000 in. XBI bot (ins) - 1.999 in. Bolt Spacing - 3.000 in. Controlling Mode Thick Plate Angle top - 85.2 degrees degrees Angle bot - 90.0 degrees degrees Controlling Load Combinations: ----------------------------- 91) DL +0.75LL +COLL +0.45WL4 51) 0.6DL +0.6WL1 (SOA -L) Connection Design Summary: Bolt Unity Check (O.S.) = 0. Bolt Unity Check (I.S.) = 0. Right Side of Conn Data: ------------------------ Plate: 6.00 x 0.5000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 5.00 x 0.2500 in. I.S. - 5.00 x 0.2500 in. Web Depth - 11.540 in. Web Thickness 0.134 in. Gage - 3.000 in. Center of Bolt to Flange: Pf top (out) - 1.833 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.117 in. XTO top (out) - 1.875 in. Pf top (ins) - 1.916 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.117 in. XTI top (ins) - 1.874 in. Pf bot (out) - 1.792 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.117 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 1.957 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.117 in. XBI bot (ins) - 1.999 in. Bolt Spacing - 3.000 in. Controlling Mode Thick Plate Angle top - 94.8 degrees Angle bot - 85.2 degrees Left Side Conn Right Side Conn Moments Axial Shear Moments Axial Shear (k -ft) (kips) (kips) (k -ft) (kips) (kips) ------------------------------------------------- -25.14 -1.81 5.20 -25.14 -1.81 5.20 19.17 1.17 -4.63 19.17 1.17 -4.63 5033 Plate Unity Check (O.S.) = 0.5033 4085 Plate Unity Check (I.S.) = 0.4085 37 09/22/2015 Star Building Systems, OKC, OK User: yxyanothai Page: F1- 18 R -Frame Design Program - Version V5.06 Job : 98206A Connection Report File: frame_1_2_3.fra Date: 9/22/15 ss 30./13.5/30.833 20./110./0. Start Time: 14:07:38 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter Depth 5 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: ----------------------- Plate: 6.00 x 0.5000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 5.00 x 0.2500 in. I.S. - 5.00 x 0.2500 in. Right Side of Conn Data: ------------------------ Plate: 6.00 x 0.5000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 6.00 x 0.2500 in. Z.S. - 5.68 x 0.2500 in. Web Depth - 11.540 in: Web Depth - 11.540 in. Web Thickness 0.134 in. Web Thickness 0.185 in. Gage I - 3.000 in. Gage - 3.000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 1.917 in. Pf top (out) - 1.833 in. BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.117 in. Rise top (out) - 0.117 in. XTO top (out) - 1.875 in. XTO top (out) - 1.875 in. Pf top (ins) - 1.832 in. Pf top (ins) - 1.916 in. BFCD top (ins) - 1.750 in. BFCD top .(ins).- 1.750 in. Rise top (ins) - 0.117 in. Rise top (ins) - 0.117 in. XTI top (ins) - 1.874 in. XTI top (ins) - 1.874 in. Pf bot (out) - 1.833 in. Pf bot (out) - 1.876 in. BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.117 in. Rise bot (out) - 0.000 in. XBO bot (out) - 1.875 in. XBO bot (out) - 1.875 in. Pf bot (ins) - 1.916 in. Pf bot (ins) - 1.874 in. BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.117 in. Rise bot (ins) - 0.000 in. XBI bot (ins) - 1.874 in. XBI bot (ins) - 1.874 in. Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in. Controlling Mode Thick Plate Controlling Mode Thick Plate Angle top - 85.2 degrees Angle top - 94.8 degrees Angle bot - 94.8 degrees Angle bot - 90.0 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k -ft) (kips) '(kips) (k -ft) (kips) (kips) 2) DL +LL +COLL (SOA -R) -20.80 -1.53 -6.55 -20.80 -1.53 -6.55 63) 0.6DL +0.6WL3 (SOA -L) 27.67 1.17 5.07 27.67 1.17 5.07 Connection Design Summary: Bolt Unity Check (O.S.) = 0.4163 Bolt Unity Check (I.S.) = 0.5865 Plate Unity Check (O.S.) = 0.4163 Plate Unity Check (I.S.) = 0.5865 38 09/22/2015 .Star Building Systems, OKC, OK User: yxyanothai Page: F1- 19 R -Frame Design Program - Version V5.06 Job : 98206A Knee and Stiffener Report File: frame_1_2_3.fra Date: 9/22/15 ss 30./13.5/30.833 20./110./0. Start Time: 14:07:38 -------------------------------------------------------------------------------- Left Knee Design Knee web Thickness Bearing Stiffener Type Bearing Stiffener at Knee Column Cap Plate Use 0.1850 in. Thick Web Horizontal 2.2500 X 0.2500 in. 5.0000 X 0.2500 in. Knee Panel Weld Sizes --------------------- Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are: Column Cap Plate: 0.1875 in. x 8.028 in. GMAW on BOTH Sides (STD. WELD) Horizontal Stiffener: 0.1875 in. x 8.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.1875 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 10.873 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 10.873 in. GMAW on FAR Side (STD. WELD) Column Connection P1.: 0.1875 in. x 11.540 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld --------------------------------------- --------------------------------------- 0.1875 in. x 2.250 in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD) (STD. WELD)- Company Standard Weld was Designed and.Checked as OK. Right Knee Design Knee Web Thickness Bearing Stiffener.Type Bearing Stiffener at Knee Column Cap Plate Knee Panel Weld Sizes Use 0.1850 in. Thick Web Horizontal 2.7500 X 0.2500 in. 6.0000 X 0.2500 in. Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are: Column Cap Plate: 0.1875 in. x 9.031 in. GMAW on BOTH Sides (STD. WELD) Horizontal Stiffener: 0.1875 in. x 9.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.1875 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 12.290 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 12.290 in., GMAW on FAR Side (STD. WELD) Column Connection P1.: 0.1875 in. x 11.540 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld 0.1875 in. x 2.750 in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD) (STD. WELD)- Company Standard Weld was Designed and Checked as OK. 39 09/22/2015 Star Building Systems, OKC, OK User: yxyanothai Page: F1- 20 R -Frame Design Program - Version V5.06 Job : 98206A Flange Brace Report File: frame_1_2_3.fra Date: 9/22/15 ss 30./13.5/30.833 20./110./0. Start Time: 14:07:38 --------------------7----------------------------------------------------------- GIRT SPACES - VERTICAL MEASUREMENTS LEFT COLUMN RIGHT COLUMN 1 @ 713-3/4" @ FLOOR 1 @ 1610 @ FLOOR 1 @ 612-1/4" @ EAVE PURLIN SPACES - HORIZONTAL MEASUREMENTS LEFT RAFTER RIGHT RAFTER 5 @ 510 @ EAVE 1 @ 510 @ PEAK -------------------------------------------------------------------------------- MEMBER DISTANCE TO BRACE POINTS (Feet) LEFT RAFTER Measured along T.F. from left steel line - RIGHT RAFTER Measured along T.F. from right steel line - EXT. COLUMNS Measured along T.F. from base -------------------------------------------------------------------------------- LFT COLUMN 7.31 ($) r LFT RAFTER, 5.02 10.03 15.05 20.07 .25.09 (M) (M) (M) (N) (M) -------------------------------------------------------------------------------- "N" Indicates that No flange braces are located at the brace point "M" Indicates that One 211x2"x1/8" flange brace is located at the brace point "$" Indicates that point is braced by a girt A .Star Building Systems, OKC, OK User: yxyanothai Page: F1- 21 R -Frame Design Program - Version V5.06 Job : 98206A Primary Deflection Report •File: frame_1_2_3.fra Date: 9/22/15 ss 30./13.5/30.833 20./110./0. Start Time: 14:07:38 -------------------------------------------------------------------------------- COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X: Right Y:Upward) (Inches) MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard) Max. Downward Deflection Max. Upward Deflection Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L. ------------------------------------------------------------------------------ Max. Def -1.120 in. 14.57 ft. 0.536 in. 12.56 ft. Load Comb 1 120 Defl. L/307 L/641 PEAK DEFLECTIONS (Positive = Y:Upward) Y -Def Pos. Max 0.006 in. Load Comb 120 Defl. L/999 -------------------- Neg. Max -0.010 in. Load Comb 2 Defl. L/999 -------------------- Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor). LC# Cd Used 122 3.0 123 3.0 124 3.0 125 3.0 126 J 3.0 127 3.0 Vertical Clearance at the Left Knee is 11.8709 feet Vertical Clearance at the Right Knee is 14.1782 feet 41 09/22/2015 Ext. Left Col Ext Right Col• X -Def Y -Def X -Def Y -Def ------------------------------------------------------------------------------ Pos. Max 1.248 0.005 1.245 0.006 Load Comb 126 114 126 120 Defl. H/118 H/141 ------------------------------------------------------------------------------ Neg. Max -1.387 -0.009 -1.389 -0.010 Load Comb 121 1 121 1 Defl. H/106 H/127 MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard) Max. Downward Deflection Max. Upward Deflection Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L. ------------------------------------------------------------------------------ Max. Def -1.120 in. 14.57 ft. 0.536 in. 12.56 ft. Load Comb 1 120 Defl. L/307 L/641 PEAK DEFLECTIONS (Positive = Y:Upward) Y -Def Pos. Max 0.006 in. Load Comb 120 Defl. L/999 -------------------- Neg. Max -0.010 in. Load Comb 2 Defl. L/999 -------------------- Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor). LC# Cd Used 122 3.0 123 3.0 124 3.0 125 3.0 126 J 3.0 127 3.0 Vertical Clearance at the Left Knee is 11.8709 feet Vertical Clearance at the Right Knee is 14.1782 feet 41 09/22/2015 DANIEL J. DOBBIE zeN Professional Engineer Page: 1 Q Q P.O. Box 2156 Job No: 15041 15925 Renee Way Date: October 2015 Flournoy, CA 96029 , Phone (530) 833-5423 Gilmore Addition Metal Building Foundation QFtOFESS/p� J. 00�"91�2 LU LU NO -42028 m Exp. 03/31/16 ;D CML ��'9T�cpF Al1FOt���P PROJECT SCOPE: PROVIDE STRUCTURAL FOUNDATION ENGINEERING FOR A NEW 30'x50' METAL BUILDING ADDITION TO AN EXISTING METAL BUILDING. DESIGN COLUMN FOOTINGS USING THE REACTIONS PROVIDED BY THE METAL BUILDING SUPPLIER. UTILIZE AVAILABLE SLAB DEAD LOAD TRIBUTARY TO THE COLUMN FOOTINGS TO RESIST UPLIFT REACTIONS. DESIGN THE COLUMN ANCHORAGE PER AC1318 APPENDIX D. DESIGN DATA: CALIFORNIA BUILDING CODE 2013 EDITION CBC TABLE 1808.8.1 FOR SEISMIC DESIGN CATEGORY D CONCRETE DESIGN STRENGTH (f c) 3000 PSI PER CBC SECTION 1705.3 EXCEPTION 1. FOR ISOLATED FOOTINGS < 3 STORIES & EXCEPTION 3. FOR NONSTRUCTURAL CONCRETE SLABS ON GRADE NO SPECIAL INSPECTION OF CONCRETE IS REQUIRED REINFORCING STEEL STRENGTH (Fy) 60 KSI ANCHOR BOLTS F1554 GRD 36 ALLOWABLE SOIL BEARING PRESSURE 1500 PSF BUTTE COUNTY NOV 0 5 2015 DEVELOPMENT SERVICES PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWEp FOR CODE COMPLIANCE DATE I2e2j S BYP-- _ DANIEL J. DOBBIE \Din Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 2 Job No: 15041 Date: October 2015 Gilmore Addition Metal Building Foundation 6" SLAB RESITING UPLIFT - FIND:. TRIBUTARY WIDTH OF 6" SLAB CAPABLE RESISTING UPLIFT TRIBUTARY WIDTH IS BASED ON MOMENT CAPACITY OF SLAB BENDING FAILURE FORMS A HINGE POINT AT DISTANCE Wr FROM EDGE TRIBUTARY WIDTH OF SLAB RESISTING UPLIFT IS Wr USE CONSERVATIVE VALUE TO PREVENT HINGE FROM FORMING DESIGN DATA: CONCRETE STRENGTH ft) 3000 PSI REINFORCING STRENGTH (Fy) ' 60 KSI WIDTH OF SECTION (b) 12 IN THICKNESS OF SLAB (t) 6 IN DEPTH OF REINFORCING (d) (t/2) 3 IN 'WEIGHT OF CONCRETE 0.15 KCF BENDING STRENTH REDUCTION FACTOR (phi) 0.9 LOAD FACTOR FOR WIND 1.6 AREA OF REINFORCING STEEL (As) (#4 @ 18" o.c.) 0.133 IN^2 REINFORCING RATIO (p) = As /(b * d) 0.003694 MOMENT CAUSED BY WEIGHT OF SLAB (Mw): HOW MUCH OF ITS OWN WEIGHT CAN THE SLAB CARRY? REQUIRED WIDTH OF SLAB TO CAUSE FAILURE (W,r) MOMENT CAUSED BY WEIGHT OF SLAB (Mw) .009375*Wr^2 Mw=.15*6/12*Wr^2/8 MOMENT CAPACITY OF SLAB (Mc): NOMINAL MOMENT CAPACITY OF SLAB (Mn) 22.90 KIP IN Mn=p*b*d*Fy*(d-.5*p*d/.85*Fy/fc) FIND REQUIRED WIDTH OF SLAB EQUATE MOMENT CAUSED BY WEIGHT AND MOMENT CAPACITY (INCL FACTORS) Mn*phi = 1.6*Mw Mn * 0.9 = 1.6 *.009375 * Wr^2 ' Wr^2 = 60 * Mn Wr = (60 * Mn)^.5 10.70 FT ALLOWABLE TRIBUTARY WIDTH OF SLAB AVAILABLE TO RESIST UPLIFT: ALLOWABLE TRIBUTARY WIDTH (Wr) 10.70 FT USE ALLOWABLE WIDTH 10.00 FT VI DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 3 Job No: 15041 Date: October 2015 Gilmore Addition Metal Building Foundation RIGID FRAME COLUMN FOOTING LINES 2&A MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (DL+LL+CL)=1.5+5.7+.2 7.40 KIPS HORIZONTAL OUTWARD -THRUST (Rho) '(DL+LL+CL)=.3+1.2+.1 1.60 KIPS VERTICAL UPLIFT (Rvu) 0.60*(DL+CL+WL3)=.6*(1.5+.240.5) -5.28 KIPS HORIZONTAL IN FORCE (Rhi) 0.60*(DL+CL-WL3)=.6*(.3+.1+4.7) 3.06 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS 10'- 0" OF 6" SLAB BEYOND EDGES OF FOOTING Ls Lf EDGE OF SLAT 1COL Wf W FOOTING / SLAB PLAN FOOTING & SLAB DATA: 1.137 KSF WEIGHT OF CONCRETE 0.15 KCF WIDTH OF FOOTING (Wf) - 2.17 FT THICKNESS OF FOOTING BELOW SLAB (Tf) 1.50 FT WIDTH OF SLAB (Ws) = Wf + 10 12.17 FT THICKNESS OF�SLAB (Ts) 6.00 IN DEAD LOAD RESISTANCE TO UPLIFT (ZO: 0.6*(DL+CL+WL3) 1.55 REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -5.28 KIPS FIND: REQUIRED LENGTH OF FOOTING (Lfr) 0.000087 < pmin WEIGHT OF FOOTING (Zf) _ =.15 * Wf * Tf * Lf r - r 0.000117 LENGTH OF SLAB (Ls) = Lfr + (2*10) 0.062 INA2 WEIGHT OF SLAB (Zs) = 0.15 * 6/12 * Ws * (Lfr + 20) TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) REQUIRED LENGTH OF FOOTING (Lfr) (SLAB SUFFICIENT) -6.75 FT USE: FOOTING LENGTH (Lf) 3.00 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) 1.137 KSF BENDING' MOMENT IN FOOTING (M) 2.78 KIP FT CONCRETE COMPRESSIVE STRENGTH (fc) 3000 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 6 - 3.5 20.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 DEAD + LIVE LOAD FACTOR ; _ (1.2D + 1.6L) / (D + L) 1.55 ULTIMATE MOMENT (Mu) 4.3 KIP FT REINFORCING STEEL RATIO (p) 0.000087 < pmin USE: REINFORCING STEEL RATIO (p') 0.000117 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.062 INA2 USE: 2 - #5 As = 0.62 INA2� RIGID FRAME FOOTING 2'- 2" WIDE x V- 6" THICK x 3'- 0" LONG LINES 2&A: W/ 2 - #5 CONT AT BOTT. & 6" SLAB OVER DANIEL J. DOBBIE Professional Engineer Page: 4 /\ /\ P.O. Box 2156 Job No: 15041 15925 Renee Way Date: October 2015 Flournoy, CA 96029 Phone (530) 833-5423 Gilmore Addition Metal Building Foundation RIGID FRAME COLUMN FOOTING LINES 2&B MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (DL+LL+CL)=1.4+5.4+.2 7.00 KIPS HORIZONTAL OUTWARD THRUST (Rho) (DL+LL+CL)=.3+1.2+.1 1.60 KIPS VERTICAL UPLIFT (Rvu) 0.60*(DL+CL+WL1)=.6*(1.4+.2-9.3) -4.62 KIPS HORIZONTAL IN FORCE (Rhi) 0.60*(DL+CL-WL3)=.6*(.3+.1+3.8) 2.52 KIPS . DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS 10'- 0" OF 6" SLAB BEYOND EDGES OF FOOTING Ls Lf EDGE OF SLAI ' ICOL I vw . W FOOTING / SLAB PLAN FOOTING & SLAB DATA: WEIGHT OF CONCRETE 0.15 KCF ' WIDTH OF FOOTING (Wf) 1.00 FT THICKNESS OF FOOTING BELOW SLAB (Tf) 1.50 FT WIDTH OF SLAB (Ws) = Wf + 10 11.00 FT THICKNESS OF SLAB (Ts) 6.00 IN DEAD LOAD RESISTANCE TO UPLIFT (ZO: 0.6*(DL+CL+WL3) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) _= Rvu -4.62 KIPS FIND: REQUIRED LENGTH OF FOOTING (Lfr) WEIGHT OF FOOTING (ZD _ =-.15 * Wf * Tf * Lf r LENGTH OF SLAB (Ls) = Lfr + (2*10) ^ WEIGHT OF SLAB (Zs) = 0.15 * 6/12 * Ws * (Lfr + 20) TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) REQUIRED LENGTH OF FOOTING (Lfr) (SLAB SUFFICIENT) -8.38 FT USE: FOOTING LENGTH (Lf) 6.00 FT BENDING IN FOOTING:' SOIL PRESSURE (q) (D + L) 1.167 KSF BENDING MOMENT IN FOOTING (M) 5.25 KIP FT CONCRETE COMPRESSIVE STRENGTH (Pc) 3000 PSI ` REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 6 - 3.5 20.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 DEAD + LIVE LOAD FACTOR = (1.2D + 1.6L) / (D + L) 1.55 ULTIMATE MOMENT (Mu) 8.1 KIP FT REINFORCING STEEL RATIO (p) 0.000360 < pmin USE: REINFORCING STEEL RATIO (p') 0.000480 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.118 INA2 USE: 1 - #5 As = 0.31 IN"2 RIGID FRAME FOOTING V - 0" WIDE x V- 6" THICK x 6'- 0" LONG LINES 2&B: W/ 1 - #5 CONT AT BOTT. & 6" SLAB OVER DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 5 Job No: 15041 Date: October 2015 Gilmore Addition Metal Building Foundation CORNER COLUMN FOOTINGS LINE (183) AT (A) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (DL+LL+CL)=1.5+5.7+.2 7.40 KIPS HORIZONTAL OUTWARD THRUST (Rho) (DL+LL+CL)=.3+1.2+.1 1.60 KIPS VERTICAL UPLIFT (Rvu) 0.60*(DL+CL+WL3)=.6*(1.5+.2-10.5) -5.28 KIPS HORIZONTAL IN FORCE (Rhi) 0.60*(DL+CL-WL3)=.6*(.3+.1+4.7) 3.06 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS 10'- 0" OF 6" SLAB BEYOND EDGES OF FOOTING Ls EDGE OF SLA ICOL Wf W NO SLAB FOOTING / SLAB PLAN FOOTING 8 SLAB DATA: WEIGHT OF CONCRETE 0.15 KCF WIDTH OF FOOTING (Wf) 2.17 FT THICKNESS OF FOOTING BELOW SLAB (Tf) 1.50 FT WIDTH OF SLAB (Ws) = Wf + 10 12.17 FT THICKNESS OF SLAB (Ts) 6.00 IN DEAD LOAD RESISTANCE TO UPLIFT (ZO: (0.6*DEAD + WIND) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -5.28 KIPS FIND: REQUIRED LENGTH OF FOOTING (Lfr) WEIGHT OF FOOTING (Zf) _ .15 * Wf * Tf * Lf r ) LENGTH OF SLAB (Ls) = Lfr/2 + 0.33 + 10 WEIGHT OF SLAB (Zs) = 0.15 * 6/12 * Ws * (Lfr/2 + 10.33) TOTAL RESISTANCE (Zt) • Zf + Zs = Zt = Rvu (FACTOR 0.6) REQUIRED LENGTH OF FOOTING (Lfr) (SLAB SUFFICIENT) -0.67 FT USE: FOOTING LENGTH (Lf) 3.00 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) 1.137 KSF BENDING MOMENT IN FOOTING (M) 2.78 KIP FT CONCRETE COMPRESSIVE STRENGTH ft) 3000 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 5 - 3.5 19.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 DEAD + LIVE LOAD FACTOR = (1.2D + 1.6L) / (D + L) 1.5 ULTIMATE MOMENT (Mu) 4.2 KIP FT REINFORCING STEEL RATIO (p) 0.000094 < pmin USE: REINFORCING STEEL RATIO (p') 0.000125 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.063 INA2 USE: 2 - #5 As =.62 IN"2 CORNER ENDWALL COLUMN 2'- 2" WIDE x 1'- 6" THICK x 3'- 0" LONG FTGS LINES (183) AT (A): W/ 2 - #5 CONT AT BOTT. 8 6" SLAB OVER DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 6 Job No: 15041 Date: October 2015 Gilmore Addition Metal Building Foundation CORNER COLUMN FOOTINGS LINE (183) AT (B) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (DL+LL+CL)=1.4+5.4+.2 7.00 KIPS HORIZONTAL OUTWARD THRUST (Rho)- (DL+LL+CL)=.3+1.2+.1 1.60 KIPS VERTICAL UPLIFT (Rvu) 0.60*(DL+CL+WL1)=.6*(1.4+.2-9.3) -4.62 KIPS HORIZONTAL IN FORCE (Rhi) 0.60*(DL+CL-WL1)=.6*(.3+.1+3.8) 2.52 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS 10'- 0" OF 6" SLAB BEYOND EDGES OF FOOTING • Ls Lf EDGE OF SLA 1COL I Wf W NOS LAB FOOTING / SLAB PLAN FOOTING & SLAB DATA: WEIGHT OF CONCRETE 0.15 KCF WIDTH OF FOOTING (Wf) 1.00 FT THICKNESS OF FOOTING BELOW SLAB (Tf) 1.50 FT WIDTH OF SLAB (Ws) = Wf + 10 11.00 FT THICKNESS OF SLAB (Ts) 6.00 IN DEAD LOAD RESISTANCE TO UPLIFT (Zt): (0.6*DEAD + WIND) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -4.62 KIPS FIND: REQUIRED LENGTH OF FOOTING (Lfr) WEIGHT OF FOOTING (Zf) =.15 * Wf * Tf * Lf r LENGTH OF SLAB (Ls) = Lfr/2 + 0.33 + 10 WEIGHT OF SLAB (Zs) = 0.15 * 6/12 * Ws * (Lfr/2 + 10.33) TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) REQUIRED LENGTH OF FOOTING (Ur) (SLAB SUFFICIENT) -1.29 FT USE: FOOTING LENGTH (Lf) 6.00 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) 1.167 KSF BENDING MOMENT IN FOOTING (M) 5.25 KIP FT CONCRETE COMPRESSIVE STRENGTH ft) 3000 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 5 - 3.5 19.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 DEAD + LIVE LOAD FACTOR = (1.2D + 1.6L) / (D + L) 1.5 ULTIMATE MOMENT (Mu) 7.9 KIP FT REINFORCING STEEL RATIO (p) 0.000385 < pmin USE: REINFORCING STEEL RATIO (p') 0.000514 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.120 IN^2 USE: 1 - #5 CORNER ENDWALL COLUMN 1'- 0" WIDE x 1'- 6" THICK x 6'- 0" As = .31' IN"2 / LONG FTGS LINES (1&3) AT (B): W/ 1 -#5 CONT AT BOTT. & 6" SLAB OVER DANIEL J. DOBBIE Page: 7 Professional Engineer /� /\ P.O. Box 2156 Job No: 15041 4 15925 Renee Way Date: October 2015 Flournoy, CA 96029 Gilmore Addition Metal Building Foundation Phone (530) 833-5423 TYPICAL HAIRPIN TIE DESIGN AT RIGID FRAME ANCHOR ASSEMBLIES DESIGN DATA: MAX HORIZONTAL THRUST TO ANCHOR BOLTS (Fh) (D+L) 1.67 KIPS NUMBER OF HAIRPIN TIES (N) 1 REINFORCING BAR SIZE (S) #5 AREA OF REINFORCING (Ab) 0.31 IN^2 CONCRETE STRENGTH ft) 3000 PSI MAXIMUM ANGLE OF TIE LEGS FROM DIRECTION OF THRUST (w) 30 DEGREES STRESS CHECK: (ALLOWABLE STRESS DESIGN) NO HORIZONTAL THRUST TO BOLT PAIR @ ONE TIE (Fh') 1.67 KIPS STRENGTH OF REINFORCING STEEL (Fy) 60 KSI ALLOWABLE TENSILE STRESS FACTOR (F) 0.6 LOAD DURATION FACTOR (Cd) 1.00 NORMAL ALLOWABLE TENSILE STRESS TO STEEL (Ft) 36.0 KSI ACTUAL TENSILE STRESS TO TIE STEEL (ft) 3.1 KSI LIGHTWEIGHT AGGREGATE CONCRETE FACTOR (lamda) OK TENSION REINFORCING DEVELOPMENT DATA: REINFORCING BAR SIZE (#) # 5 NOMINAL BAR DIAMETER (db) 0.63 IN CLEAR SPACING OF BARS 12.00 IN CLEAR COVER OF BARS 1.00 IN MINIMUM SPACING OR COVERING (c) 1.00 IN IS 12" OF CONCRETE BELOW REINFORCING? NO EPDXY-COATED BARS? NO LIGHTWEIGHT CONCRETE? NO DESIGN DATA: REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCEMENT LOCATION FACTOR (alpha) 1.00 COATING FACTOR (beta) 1.00 REINFORCEMENT SIZE FACTOR (omni) 0.80 LIGHTWEIGHT AGGREGATE CONCRETE FACTOR (lamda) 1.00 TRANSVERSE REINFORCEMENT INDEX (Ktr) 0.00 DEVELOPMENT LENGTH (Ift CHOOSE GOVERNING EQUATION PER ACI 12.2.2: 1 Id = fy * alpha * beta * lamda * db / (25* (fc)^0.5) 27.39 IN Id = fy * alpha * beta * lamda * db / (20* (fc)^0.5) Id = 3 * fy * alpha * beta * lamda * db / (50 * (fc)^0.5) Id = 3 * fy * alpha * beta * lamda * db / (40 * (fc)^0.5) CHECK MINIMUM Id PER ACI 12.2.3: IS (c + Ktr) / db > 2.5? NO Id = 3/40*fy/(fc)^0.5*alpha*beta*omni*lamda*db/(((c+Ktr)/db)or2.5) 25.67 IN CHECK MINIMUM Id PER ACI 12.2.1: 12.00 IN MINIMUM BASIC DEVELOPMENT LENGTH (Id) 27.39 IN TYP. HAIRPIN TIES 1 - #5 HAIRPIN TIES W/ 4'- 9" MIN. LEGS AT RIGID FRAME 30 DEGREE MAXIMUM ANGLE FROM FRAME LINE/ ANCHORS: 1" MINIMUM CONCRETE COVER AT SLAB ,/ DANIEL J. DOBBIE Page: 8 Professional Engineer De P.O. Box 2156 Job No: 15041 15925 Renee Way Date: October 2015 Flournoy, CA 96029 Gilmore Addition Metal Building Foundation Phone (530) 833-5423 ANCHOR BOLT DESIGN (STRENGTH METHOD) (CONT.) D.5.1.1 NOMINAL STRENGTH OF SINGLE OR GROUP OF ANCHOR IN TENSION (Nsa) D.5.1.2 Nsa = n*Ase*futa 120.9 KIPS NUMBER OF ANCHORS IN THE GROUP (n) 4 YIELD STRENGTH OF ANCHOR (fya) (F1554 GRADE 36) 36 KSI TENSILE STRENGTH OF ANCHOR (luta) 68 KSI futa = 1.9*fya OR 125 KSI WHICHEVER IS SMALLER ANCHOR BOLT DIAMETER (do) 0.75 IN AREA OF ANCHOR BOLT (Ase) 0.442 IN^2 D.5.2 CONCRETE BREAKOUT STRENGTH IN TENSION D.5.2.1 NOMINAL CONCRETE BREAKOUT STRENGTH FOR GROUP OF ANCHORS (Ncbg) Ncbg = Anc/Avco*Yec,N*Yed,N*Yc,N*Ycp,N*Nb 57.3 KIPS PROJECTED CONCRETE FAILURE AREA GROUP OF ANCHORS (Anc) Anc = (cal +s1+1.5*hef)*(ca2+s2+1.5+hef) 1125 IN^2 EFFECTIVE EMBEDMENT DEPTH (hef) (SEE D.5.2.3) 12 IN BOLT SPACING X AXIS (s1) 4 IN BOLT SPACING Y AXIS (s2) 4 IN DISTANCE BOLTS TO EDGE OF CONCRETE X AXIS (cal) 11.25 IN DISTANCE BOLTS TO EDGE OF CONCRETE Y AXIS (cat) 16 IN PROJECTED CONCRETE FAILURE AREA SINGLE ANCHOR (Anco) Anco = 9*hef^2 1024 IN^2 D.5.2.2 BASIC CONCRETE BREAKOUT STRENGTH (Nb) Nb = kc* (fc)^.5*(hef)^1.5 45.8 KIPS COEFFICIENT FOR CAST-IN ANCHORS (kc) 24 COMPRESSIVE STRENGTH OF CONCRETE (f c) 3000 PSI D.5.2.3 ANCHORS LOCATED < 1.5*hef AT 3 OR MORE SIDES? CHECK: YES USE: EFFECTIVE EMBEDMENT DEPTH (hef) 10.67 IN D.5.2.4 MODIFICATION FACTOR FOR GROUPS W/ ECCEN. (Yec,N) 1.0 D.5.2.5 MODIFICATION FACTOR FOR EDGE EFFECTS (Yed,N) 0.91 Y AXIS Yed,N = .7+.3*cal/(1.5*hef) 1.00 X AXIS D.5.2.6 MODIFICATION FACTOR FOR CRACK ZONE (Yc,N) 1.25 D.5.2.7 MODIFICATION FACTOR CAST-IN ANCHORS, UNCRACKED (Ycp,N) 1.0 D.5.3 PULLOUT STRENGTH OF STEEL ANCHORS IN TENSION D.5.3.1 NOMINAL PULLOUT STRENGTH OF ANCHORS (Npn) Npn = Yc,P*Np 239.2 KIPS D.5.3.5 PULLOUT STRENGTH OF SINGLE HEADED BOLT (Np) Np = 8*Abrg*fc 170.9 KIPS BEARING AREA OF HEADED BOLT (2 3/4" SQ. - Ase) 7.12 IN D.5.3.6 MODIFICATION FACTOR FOR UNCRACKED ZONES (Yc,P) 1.4 D.6.1 STEEL STRENGTH OF ANCHORS IN SHEAR D.6.1.2 NOMINAL STRENGTH OF GROUP OF ANCHORS IN SHEAR (Vsa) Vsa = n*.6*Ase*futa 72.5 KIPS BUILT-UP GROUT PAD? YES, FACTOR 0.8 1.0 D.6.2 CONCRETE BREAKOUT STRENGTH IN SHEAR D.6.2.1 NOMINAL CONRETE BREAKOUT STRENGTH (Vcbg) Vcbg = Avc/Avco*Yec,V*Yed,V*Yc,V*Vb 41.6 KIPS PROJECTED CONCRETE FAILURE AREA GROUP OF ANCHORS (Avc) Avc = (2*(1.5*cal)+s1)*ha 906 IN^2 MEMBER FOOTING THICKNESS (ha) 24 IN PROJECTED CONCRETE FAILURE AREA SINGLE ANCHOR (Avco) Avco = 4.5*ca JA 2 570 IN A 2 BASIC CONCRETE BREAKOUT STRENGTH (Vb) Vb = 7*(le/do)^2*do^.5*fc^.5*cal^1.5 19.0 KIPS LOAD BEARING LENGTH OF ANCHOR (le) = hef < 8*do 6.0 IN D.6.2.5 MODIFICATION FACTOR FOR GROUPS W/ ECCEN. (Yec,V) 1.0 D.6.2.6 MODIFICATION FACTOR FOR EDGE EFFECT (Yed,V) Yed,V = .7+.3*ca2/(1.5*cal) 1.0 D.6.2.7 MODIFICATION. FACTOR FOR CRACK ZONE (Yc,V) 1.4 DANIEL J. DOBBIE aD Professional Engineer Page: 9 P.O. Box 2156 Job No: 15041 15925 Renee Way Date: October 2015 Flournoy, CA 96029 Gilmore Addition Metal Building Foundation Phone (530) 833-5423 HEADED ANCHOR BOLTS RIGID FRAME ANCHOR BOLTS AT LINE B SQ.x.3125" PLATE WASHERS ANCHOR BOLT DESIGN (STRENGTH METHOD) SHEAR & TENSION FOR COMBINED SHEAR AND TENSION AT COLUMN ANCHORS LOAD CASE .6(DL+CL+WL3) 2013 CBC SEC 1909.1 STRENGTH DESIGN FOR ANCHORAGE TO CONCRETE 8 ACI 318-11 APPENDIX D . SOURCE OF SHEAR LOAD? (D+L, WIND, OR SEISMIC) WIND DESIGN WIND TENSION LOAD TO BOLT GROUP (Tw) 5.28 KIPS DESIGN WIND SHEAR TO BOLT GROUP (Vw) 3.06 KIPS SEISMIC TENSION LOAD TO BOLT GROUP (Ts) 0.00 KIPS SEISMIC SHEAR TO BOLT GROUP (Vs) 0.00 KIPS WIND ULTIMATE LOAD FACTOR (Fw) =1.0/0.6 1.67 SEISMIC ULTIMATE LOAD FACTOR (Fs) = 1.0/0.7 1.43 DESIGN FACTORED WIND TENSION LOAD (Tw') = Fw*Tw 8.80 KIPS DESIGN FACTORED WIND SHEAR LOAD (Vw') = Fw*Vw 5.10 KIPS FACTORED SEISMIC TENSION LOAD (Ts') = Fs*Ts 0.00 KIPS FACTORED SEISMIC SHEAR LOAD (Vs') = Fs*Vs 0.00 KIPS DESIGN FACTORED TENSION LOAD (Nua) _ Tw' = 8.80 KIPS DESIGN FACTORED SHEAR LOAD (Vua) = Vw' = 5.10 KIPS NOMINAL BOLT TENSILE = (phi*Nn) = (phi*Nsa) = 90.65 KIPS >Nua OK NOMINAL CONCRETE TENSILE _ (phi*Nn) = (phi*Ncbg) = 40.10 KIPS >Nua OK NOMINAL BOLT SHEAR = (phi*Vn) = (phi*Vsa) = 47.14 KIPS >Vua OK NOMINAL CONCRETE SHEAR = (phi*Vn) = (phi*Vcbg) = 29.14 KIPS >Vua OK D.4.3 COMBINED TENSILE AND SHEAR LOADS 5.7 INTERACTION OF TENSILE AND SHEAR LOADS D.7.3 SHEAR -TENSION INTERACTION ON BOLT BOLT Nua/(phi*Nsa)+Vua/(phi*Vsa) = 0.21 <1.2 OK D.7.3 SHEAR -TENSION INTERACTION ON CONCRETE CONCRETE Nua/(phi*Ncbg)+Vua/(phi*Vcbg) = 0.39 <1.2 OK DESIGNED ANCHORAGE: 4 - 3/4" F1554 (GRD 36) HEADED ANCHOR BOLTS 12" MIN. EMBED, 2 3/4" SQ.x.3125" PLATE WASHERS ADEQUATE FOR COMBINED SHEAR & TENSION MINIMUM EDGE DISTANCE = 11.25" D.4.4 STRENGTH REDUCTION FACTORS (phi) a) DESIGN.FOR DUCTILE STEEL ELEMENT i) TENSION LOADS 0.75 ii) SHEAR LOADS 0.65 c) DESIGN FOR CONCRETE FAILURE MODES CONDITION A (ADDD'L REINF) CONDITION B (NO REINF) i) SHEAR LOADS 0.75 0.70 ii) TENSION LOADS 0.75 0.70 D.5.2.2 ARE ANCHORS CAST -IN OR POST INSTALLED? (CAST OR POST) CAST DANIEL J. DOBBIE aD Professional Engineer Page: 10 P.O. Box 2156 Job No: 15041 15925 Renee Way Date: October 2015 Flournoy, .CA 96029 Phone (530) 833-5423 Gilmore Addition Metal Building Foundation RIGID FRAME ANCHOR BOLTS AT LINE A ANCHOR BOLT DESIGN (STRENGTH METHOD) FOR COMBINED SHEAR AND TENSION AT COLUMN ANCHORS LOAD CASE .6(DL+CL+WL3) 2013 CBC SEC 1909.1 STRENGTH DESIGN FOR ANCHORAGE TO CONCRETE & ACI 318-11 APPENDIX D SOURCE OF SHEAR LOAD? (D+L, WIND, OR SEISMIC) WIND DESIGN WIND TENSION LOAD TO BOLT GROUP (Tw) 4.62 KIPS DESIGN WIND SHEAR TO BOLT GROUP (Vw) 2.52 KIPS SEISMIC TENSION LOAD TO BOLT GROUP (Ts) 0.00 KIPS SEISMIC SHEAR TO BOLT GROUP (Vs) 0.00 KIPS WIND ULTIMATE LOAD FACTOR (Fw) =1.0/0.6 1.67 SEISMIC ULTIMATE LOAD FACTOR (Fs) = 1.0/0.7 1.43 DESIGN FACTORED WIND TENSION LOAD (Two) = Fw*Tw 7.70 KIPS DESIGN FACTORED WIND SHEAR LOAD (Vw') = Fw*Vw 4.20 KIPS FACTORED SEISMIC TENSION LOAD (Ts') = Fs*Ts 0.00 KIPS FACTORED SEISMIC SHEAR LOAD (Vs') = Fs*Vs 0.00 KIPS DESIGN FACTORED TENSION LOAD (Nua) = Two = 7.70 KIPS DESIGN FACTORED SHEAR LOAD (Vua) = Vw' = 4.20 KIPS NOMINAL BOLT TENSILE = (phi*Nn) = (phi*Nsa) = 90.65 KIPS >Nua OK NOMINAL CONCRETE TENSILE _ (phi*Nn) = (phi*Ncbg) = 27.67 KIPS >Nua OK NOMINAL BOLT SHEAR = (phi*Vn) = (phi*Vsa) = 47.14 KIPS >Vua OK NOMINAL CONCRETE SHEAR = (phi*Vn) = (phi*Vcbg) = 19.74 KIPS >Vua OK D.4.3 COMBINED TENSILE AND SHEAR LOADS D.7 INTERACTION OF TENSILE AND SHEAR LOADS D.7.3 SHEAR -TENSION INTERACTION ON BOLT BOLT Nua/(phi*Nsa)+Vua/(phi*Vsa) = 0.17 <1.2 OK D.7.3 SHEAR -TENSION INTERACTION ON CONCRETE CONCRETE Nua/(phi*Ncbg)+Vua/(phi*Vcbg) = 0.49 <1.2 OK DESIGNED ANCHORAGE: 4 - 3/4" F1554 (GRD 36) HEADED ANCHOR BOLTS 12" MIN. EMBED, 2 3/4" SQ.x.3125" PLATE WASHERS ADEQUATE FOR COMBINED SHEAR & TENSION MINIMUM EDGE DISTANCE = 3" D.4.4 STRENGTH REDUCTION FACTORS (phi) a) DESIGN FOR DUCTILE STEEL ELEMENT i) TENSION LOADS 0.75 ii) SHEAR LOADS 0.65 c) DESIGN FOR CONCRETE FAILURE MODES CONDITION A (ADDD'L REINF) CONDITION B (NO REINF) i) SHEAR LOADS 0.75 0.70 ii) TENSION LOADS 0.75 0.70 D.5.2.2 ARE ANCHORS CAST -IN OR POST INSTALLED? (CAST OR POST) CAST DANIEL J. DOBBIE aD Professional Engineer Page: 11 P.O. Box, 2156 Job No: 15041 15925 Renee Way Date: October 2015 Flournoy, CA 96029 Phone (530) 833-5423 Gilmore Addition Metal Building Foundation ANCHOR BOLT DESIGN (STRENGTH METHOD) (CONT.) D.5.1.1 NOMINAL STRENGTH OF SINGLE OR GROUP OF ANCHOR IN (Nsa) D.5.1.2 Nsa = n*Ase*futa 120.9 KIPS NUMBER OF ANCHORS IN THE GROUP (n) 4 YIELD STRENGTH OF ANCHOR (fya) (F1554 GRADE 36) 36 KSI TENSILE STRENGTH OF ANCHOR (futa) 68 KSI futa = 1.9*fya OR 125 KSI WHICHEVER IS SMALLER ANCHOR BOLT DIAMETER (do) 0.75 IN AREA OF ANCHOR BOLT (Ase) 0.442 IN^2 D.5.2 CONCRETE BREAKOUT STRENGTH IN TENSION D.5.2.1 NOMINAL CONCRETE BREAKOUT STRENGTH FOR GROUP OF ANCHORS (Ncbg) Ncbg = Anc/Anco*Yec,N*Yed,N*Yc,N*Ycp,N*Nb 39.5 KIPS PROJECTED CONCRETE FAILURE AREA GROUP OF ANCHORS (Anc) Anc = (cal+s1+1.5*hef)*(ca2+s2+1.5+hef) 1000 IN A2 EFFECTIVE EMBEDMENT DEPTH (hef) 12 IN BOLT SPACING X AXIS (s1) 4 IN BOLT SPACING Y AXIS (s2) 4 IN DISTANCE BOLTS TO EDGE OF CONCRETE X AXIS (cal) 3 IN DISTANCE BOLTS TO EDGE OF CONCRETE Y AXIS (ca2) 34 IN PROJECTED CONCRETE FAILURE AREA SINGLE ANCHOR (Anco) Anco = 9*hef"2 1296 IN A2 D.5.2.2 BASIC CONCRETE BREAKOUT STRENGTH (Nb) Nb = kc* (fc)^.5*(hef)^1.5 54.6 KIPS COEFFICIENT FOR CAST -IN ANCHORS (kc) 24 COMPRESSIVE STRENGTH OF CONCRETE ft) 3000 PSI D.5.2.3 ANCHORS LOCATED < 1.5*hef AT 3 OR MORE SIDES? CHECK: NO USE: EFFECTIVE EMBEDMENT DEPTH (hef) 12.00 IN D.5.2.4 MODIFICATION FACTOR FOR GROUPS W/ ECCEN. (Yec,N) 1.0 D.5.2.5 MODIFICATION FACTOR FOR EDGE EFFECTS (Yed,N) 0.75 Y AXIS Yed,N = .7+.3*ca1/(1.5*hef) 1.27 X AXIS D.5.2.6 MODIFICATION FACTOR FOR CRACK ZONE (Yc,N) 1.25 D.5.2.7 MODIFICATION FACTOR CAST -IN ANCHORS, UNCRACKED (Ycp,N) 1.0 D.5.3 PULLOUT STRENGTH OF STEEL ANCHORS IN TENSION D.5.3.1 NOMINAL PULLOUT STRENGTH OF ANCHORS (Npn) Npn = Yc,P*Np 239.2 KIPS D.5.3.5 PULLOUT STRENGTH OF SINGLE HEADED BOLT (Np) Np = 8*Abrg*fc 170.9 KIPS BEARING AREA OF HEADED BOLT (2 3/4" SQ. - Ase) 7.12 IN D.5.3.6 MODIFICATION FACTOR FOR UNCRACKED ZONES (Yc,P) 1.4 D.6.1 STEEL STRENGTH OF ANCHORS IN SHEAR D.6.1.2 NOMINAL STRENGTH OF GROUP OF ANCHORS IN SHEAR (Vsa) Vsa = n*.6*Ase*futa 72.5 KIPS BUILT-UP GROUT PAD? YES, FACTOR 0.8 1.0 D.6.2 CONCRETE BREAKOUT STRENGTH IN SHEAR D.6.2.1 NOMINAL CONRETE BREAKOUT STRENGTH (Vcbg) Vcbg = Avc/Avco*Yec,V*Yed,V*Yc,V*Vb 28.2 KIPS PROJECTED CONCRETE FAILURE AREA GROUP OF ANCHORS (Avc) Avc = (2*(1.5*cal)+s1)*ha 312 IN^2 MEMBER FOOTING THICKNESS (ha) 24 IN PROJECTED CONCRETE FAILURE AREA SINGLE ANCHOR (Avco) Avco = 4.5*cal^2 41 IN^2 BASIC CONCRETE BREAKOUT STRENGTH (Vb) Vb = 7*(le/do)^.2*do^.5*fc^.5*cal^1.5 2.6 KIPS LOAD BEARING LENGTH OF ANCHOR (le) = hef < 8*do 6.0 IN D.6.2.5 MODIFICATION FACTOR FOR GROUPS W/ ECCEN. (Yec,V) 1.0 D.6.2.6 MODIFICATION FACTOR FOR EDGE EFFECT (Yed,V) Yed,V = .7+.3*ca2/(1.5*cal) l.0 D.6.2.7 MODIFICATION FACTOR FOR CRACK ZONE (Yc,V) 1.4 ! �r1 l.1. � 1,. - �1- � ,. . rn `_.lfiY• 1�'�h �t: - r � V f17