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HomeMy WebLinkAboutB17-0387 024-040-064 (2)3 X''_i;17 P5RMIT # $DT`r1_rni w-ry DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE 4--I 3_t -i=1 BY_{; U r U383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com Structural Calculations For: Client: Levi Rosser - Rosser Enterprises Project: Sunrise Kiwi 60x100 Metal Building Foundation Address: 1484 Larkin Road, Gridley, CA 95948 O,T,oFESsfp C. ,Iph,\ N � f�18 02/2-7 /17 Note: These calculations and details are based on permit drawings by Star Building Company. These calculations apply only 'to'the structure as defined In the reviewed set of drawings. Any changes to either this set of calculations or the reviewed set of drawings provided by Star Building Company without the written consent of this Engineer is strictly prohibited and shall render these calculations and specifications void. Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes; materials, or workmanship specified herein. SSD is not, responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. N:1uc- gyp( Summit Structural Design Project: Engineer. )esien of:'Foundations Page: Date dun isearing TUU psr - - - - .0L+CL+LL Soil capacity to resist uplift T,varie5 Allowable Uplift`ResistanceT.=T✓1S -DL-CL .6W Where: DL+ CL+.75('6W)+.75LL c=130 PSf 0 =tooting depth (ft) DL + CL +.75(.7E) + •75LL q= 25 deg (assurned-conservative) L= footing length (ft) 6Dt'+_bW T=110 Pd 8=footing width (f) GDL+.7E ;f=1+(p10)D/B K.=1.- sin,#. - OT Unity .� Sqr Ftg for Footing. Footing Uplift Resistance Uplift.Resistance Total Resistive". Maximum Factor Gravity kips) Uplift'(kips) Soil Bearing Thiciiness Length Width dueto due to Soil -Footing Uplift Uplift from (resistive/uplift) Grid'Une DL I CL I LL Wind Eq Min SUe (ft) (ft) (ft) (fY) Footing WC (kips) IrKerface (k ps) Load 00s) :Load Combos Mips) (must be> 1)- IA. 2.90 310 10.80 -21.40 -4.83 355 3` 5.00 x S-00 6,75 4.30 11.05' -11.10 LOO ID 2.90 3.20 10.80 -11.30' -4.73 3S5 3- SAO x S.00 6.75 4.30 11.05• -11.04 1.00 2A 2.90 3.20' MAD -21:40 -4.83 35S. 3 5.00 x 5.00 6.75 430 11.05 -11.10 1.00 2D 2.90 3.20 10.80 -2130 -4.73 355' 3 S.00 x .5.00 6-15 4.30 11.05 -11.04. 1.00 t' 3A 3.10 3.20 10.80 -19.20 Ti 145 3 5.00 x 5.00 6.75 4.30 11.05 -9.66 1.14 3D 2.90 3.20 10.80 -21.20 -4.73 334 3 5.00 x 5.00 6.75 430 1105 -10.98 1.01 4A 2.90 320 10.80 -21.40 -4.83 355 3 5.00 x S.00 6.75 4.30 11.05 -11.10 .1.00 4D 2.90 3.20 10.80 -21.30 4.73 3.55 3 5-00 'x S.00 6.75 4.30 11.05 -11.04 1A0 SA 2.90_ 3.20 10.80-2L4 -4:83 3SS 3 5.00 x 5.00 6:75 430 11.05 -11.10 1.00 5D 2.90 3.20_ 10.80 -21.30 -4.73 3S5 3 5.00 x 5.00 6.75 430 1105 -11.04 1.00 - T i t '' 4 Summit Structural Design g Project: Engineer: Date 2/27/2017 Hairpin Design (worst case Line 2) Note: All Loads.are ULT F -Horizontal Force DL= 1.1`0 kips CL= 1.40 kips LL= 4.70 kips Vu= 1.4*DL = 3:500 kips V= 11.30 kips 1,2*DL + 1.6*LL + 0.5W = 16.170 kips EQ= 1.60 kips 12*DL + 1.OEQ = M1 0:91DL + 1.OW _ 13:550 kips 0:9DL + 1,OEQ _ 3.850 kips Angle Vu=0.9*Area'd`(fs)*cos(q) Check this equation q= 30 deg Use: 1 # 4 bar As= -- \ Steel Grade fs= 60 ksi Vu= 1.4*DL = 3:500 kips 1.2*DL + 0.5"LL = 5.350 kips 1,2*DL + 1.6*LL + 0.5W = 16.170 kips 1:2"DL + 0.5*LL + 1.OW 16.650 kips governs 12*DL + 1.OEQ = M1 Vu= 1.4*DL = 3:500 kips 1.2*DL + 0.5"LL = 5.350 kips 1,2*DL + 1.6*LL + 0.5W = 16.170 kips 1:2"DL + 0.5*LL + 1.OW 16.650 kips governs 12*DL + 1.OEQ = 4.600 kips 0:91DL + 1.OW _ 13:550 kips 0:9DL + 1,OEQ _ 3.850 kips AC1318-11 Section 9.2 Load Combinations Vu=0.9*Area'd`(fs)*cos(q) Check this equation Areq'd:= Vu/(0,9*(fs)*cos(q)) Areq'd= 0.356 in2 Use: 1 # 4 bar As= 0.393 in2 k 'a) E-7u�il:�.�•�►■ Anchor Designer TM n � �Y Software Version 2.5.6163.31 1.Proiect Information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design melhod:ACi 318-14 Units: Imperial units. Anchor Information: Anchor type: Cast -in-place Material: F1554 Grade 36 Diameter (inch): 0.750 Effective Embedment depth, hot (Inch): 20.000 Anchor category: - Anchor ductility: Yes hmm (inch): 21.50 Cmin (inch): 1.22 Smin (inch): 3.00 Load and Geometry Load factor source: ACI 3.18 Section 5.3 Load combination: U = 0.9D + 1.OW Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <FI Company: Summit Structural Design Date: 2/27/2017 Engineer: Andy Johnson, P.E. Page: 1/5 Project: Address: 383 Rio Lindo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail:andy a@summitchico.com Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 36.00 State: Uncracked Compressive strength, f. (psi): 2500 4)o,v: 1.4 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at comers: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: Yes Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 9.50 x 6.00 x 0.38 sosn in r� _.---------'--. _...__..---..__.._..__._._......_..__._-........__„_._.._..„.. .................... Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-'ne Company Inc. 5965 W. Las Posites Boulevard Pleasanton, CA 94588 Phone: 925.580.9000 Fax: 925.847.3871 www.strongtie.com <Figure 2> • Anchor DesignerTm Software Version 2.5.6163.31 Company: Summit Structural Design Date: 2/27/2017 Engineer: Andy Johnson, P.E. Page: 2/5 Project: Address: 383 Rio Lindo Ave #200, Chico, CA 95926 Phone: 530.592 .4407 E-mail: andy@summitchico.com Recommended Anchor Anchor Name: Heavy Hex Bolt - 3/4"0 Heavy Hex Bolt, F1554 Gr. 36 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc: 5956 W. Las Posites Boulevard Pleasanton, CA 84588 Phone: 925,560.9000 Fax: 825.847.3871 www.strongtie.com • Anchor Designer Software - Verslon'2.5.6163.31 Company: Summit -Structural Design Date: 2127/2017 Engineer: Andy Johnson, P.E. Page: 3/5 Project: Shear load x. Address: 383 Rio Lindo Ave #200, Chico, CA 9.5926 Phone: 530.592.4407 E-mail: andy@summ'itchico.com 3. Resulting Anchor Forces N,a (lb) 0 ONde (Ib) 19370 0,75 Anchor Tension load, Shear load x. Shear load y, Shear load combined, he, (In) Ns (lb) N.. (ib) Vu.. (lb) Vudy (lb) )-+(Vuay)- (lb) 1 3977.5 162.5 0.0 162.5 2 3977.5 162.5 0.0 162.5 3 3977.5 162.5 0.0 162.5 4 3977.5 162.5 0.0 162.5 Sum 15910.0 650.0 0.0 650.0 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 15910 Resultant compression force (lb): 0 Eccentricity of resultant tension forces In x -anis, e'r,x (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis; e'vx (Inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch):. 0.00 4: Steel Strength of Anchor in Tension (Sec. 17.4.1) N,a (lb) 0 ONde (Ib) 19370 0,75 14528. 5 Concrete Breakout Strength of Anchor In Tension (Sec. 17.4.?) Nn = 16A.4F,,h.P3 (Eq. 17.4.2.2b) ,to Fo (psi) he, (In) Ns (lb) 1.00 2500 18.667 105084 ONcbs =0(ANc/AAto)'/'oc,iVYad,NY4,N.Y'oc,NNb (Sec. 17:3.14 Eq, 17.4:2.1b) A* (int) Arm (in?) ca,min (in) 'Nac,N 'i%d,1J 'i�c,N W.P,N Na (ib) 0 ¢Nog (lb) 3600.00 3136,00 28.00 1.000 1.000 1.25 1.000 105084 0.70 105553 6. Pullout Strength of Anchor In Tension (Sec, 17.4.3) ONp, = O9,c;NNp=,.O,1Fo;e8Ab4fo (Sec. 1.7.3.1, Eq. 17.4.3.1 8r 17.4:3,4) we,p Acro (w) fc (psl) 0 ONp„ (lb) 1.4 0.91 2500 0.70 17856 Input data and results must be chocked for agreement with the existing circumstances, the standards and guldelines must be checked for plausibility. Simpson, 5trong-"f'ie Compeuiy Ino 6958 W. Las Positas Bouleverd Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer TM Software Version 2.5.6163.31 Company: Summit Structural Design. Date: 2/27/2017 Engineer: Andy Johnson, P.E. Page: 4/5 Project: Status Address: 383 Rio Lindo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail: andy@sqmmitchico.com 8 Steel Strength of Anchor In Shear (Sec 17 51) Vxa (Ib), t W 6=Wsa (Ib) Design Strength, o% (lb) Ratio Status 11625 1.0. 0.65 7556 - 14528 0.27 .... Pass (Governs) 9 Concrete Breakout Strength of Anchor In Shear (Sec 17-1-2, 105553 0.15 Pass Shear perpendicular to edge in x -direction: 17856 0.22 Pass Vox = minl7(le1da)'.;4dode4fcca11•6;.9A.4rccait-51 (Eq. 17.5.2.2a & Eq. 17,5.2.2b) Design Strength, oV„ (Ib) Ratio Status la (in). do (in) Ad Po.,(psi) cai (in) Vox (lb) 0.02 Pass (Governs) 6.00 0.750 1.00 2500 24.00 52909 0.02 Pass OVcogx = 0(Avc/.Avoo)War v'YodyV-'c.v9'h.v.Vox (Sec. 17.3.1 & Eq. 17.5.2.1 b) 8641.8 0.0Q Pass Av. (in') • Avco (in') Y'eo,v !Yad,v Y'c.v Wh,v Vex (lb) 0 OVcopx (lb) 2160.00 2592.00 1.000 0.933 1.400 1.000 52909 0.70 40,328 Shear parallel to edge in x -direction: 27:4 % 1,0 Pass Voy = minj7(lo/da)e•24dada4fccai'•6; 9xte`/fccai' bi (Eq. 17.5.2.2a & Eq. 17,5.2.2b) is (in) da (in) da fa (psi) Cal (in) Vay (lb) 6.00. 0.750 1.00 2500 24.00 52909 0Vcbgx =.O (2J(Avo% Ab,�o).`>'aay.'Poo v.'vc, vV'h,vVoy (Sec, 17.3 1, 17.5.2.1`(c). 8 Eq. 17.5.2.1 b) AVG (in') Avco (in') Y'do;v 'Yaa:v Y'c,V !Lh,v" V4y (Ib) 0 OVw9Y (lb) 2160.00 259240 1.000 1.000 1.400 1.000 52909, 0.70 86418 10, Concrete Pryout Strength of Anchor in Shear (Sec:17.6.31 OVpg = OkaaNabg = Okcu(ANa/ ANco) Y'ao,N'I'ad,N'Ya.NY'cp,NNo (Sec. 17.3.1 & Eq. 17.5.3.1b) k, Am (in') ANca (in') %'do.N Wed,N '& N 'I cp,N No (lb) 0 OVcp9 (ib) 2.0 3600.00 '3136.00 1.000 1.000 • 1.250 1.000 105084 0.70 211105 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6) Tension Factored Load, Nus (lb) Design Strength, o% (lb) Ratio Status Steel 3978 14528 0.27 .... Pass (Governs) Concrete breakout 15910 105553 0.15 Pass Pullout 3978 17856 0.22 Pass Shear Factored Load, Vuo (lb) Design Strength, oV„ (Ib) Ratio Status Steol 163 75$8 0.02 Pass (Governs) T Concrete breakout x+ 650 40328 0.02 Pass 11 Concrete breakout y;: 325 8641.8 0.0Q Pass Pryout 650 r 211105 0:00 Pass Interaction check Nu./ON,, Vuo/OyV Combined Ratio Permissible Status Sec. 1:7.6,1 - 0.27 0.00 27:4 % 1,0 Pass 3/4"0 Heavy Hex Bolt; F1554 Gr. 36 with hef = 20.000 Inch meets the selected design criteria. ..._.._........._......_...._..,..,,..-......- ........... ................. ._. _............... _...... _.. ,_. -_ , . Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong,'ne Company Inc; 5958 W. Las Positas Boulevard Pleasanton, CA 94688 Phone: 926.5 80.9000 Fax: 926.847.3871 www.stiongtie.com w r' DU CoT r 4 � BUILDING S-YSTEMS, AN NO COMPANY DESIGN PACKAGE BUILDER: ROSSER ENTERPRISES INC CUSTOMER:' JASBIR KULLAR JOB NUMBER: 15-B-65255 TABLE OF CONTENTS Original Design Completed thru Change Order # 0 Revision History Rev # Page LOC 1 Design Criteria 2 Building Sketch 3 Design Summary 4-12 Special Detail • 13 Design Reactions 14-16 Seismic Design 16-17, Original Design Completed thru Change Order # 0 Revision History Rev # Update. Date Reason for Revision Pages Revised Date Reactions?. Eng. Revised Project Engineer: Suram Siva (Fairview) Checking Engineer: Allen Hurtz , Signing Engineer:. Allen Hurtz, P.E. i PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR COIJE aCOMPLIANC� DA, E nTARBUILDING SYS EMS® AN NCI COMPANY January 17, 2017 ROSSER ENTERPRISES INC PO BOX 502 BIGGS, CA 95917-0502 15-B-65255 JASBIR KULLAR 1484 LARKIN RD GRIDLEY, CA 95948-9447 US 60'-0" x 120'-0" x 22'-0" 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. 1 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,. Allen D. Hurtz, P.E. Director of Engineering .Jan i 'i5 -B-65255 ' .8600 South 1-35 Service Road ; Oklahoma City, OK 73149 ' 405:636.2010 •_ starbuildings.com 01/23/17 STAR BUILDING SYSTEMS Job Number: 15-B-65255 Jobsite: GRIDLEY, CA 95948-9447 US Designer: SSR Checker: PNR Revision: 0 Date:'.1/19/17 By:. Pages Revised: Building Code IBC 15 Risk Category ................. I....... II - Normal Roof Dead Load Superimposed .................... 2.140 psf Collateral ...................... 3.500 psf Roof Live Load ....................... 20.00 psf (Reducible) Snow Ground Snow Load (Pg)........... 0.0000 psf Snow Load importance Factor (Is) 1.0000 Flat Roof Snow Load (Pf)........ 0 psf Snow Exposure.Factor (Ce)....... 1.00 Thermal Factor (Ct)...... :...... 1.00 Wind Ultimate Wind Speed............ 110 mph Nominal Wind Speed (Vasd)...... 85 mph (IBC Section 1609.3.1) Seviceability Wind Speed ...... 72 mph Wind Exposure Category ....... C Internal Pressure Coef (GCpi) 0.18/-0*.18. Loads for components not provided by building manufacturer - Corner Areas 26.047 psf pressure -34.665 psf suction Other Areas 26.047 psf pressure -28.218 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............ ................ 0.5835 g Sds ..... 0.5183 g S1.1 ...... ................ ....... 0.2679 g Shc ..... 0.3321 g Analysis Procedure ............... Equivalent Lateral Force Column Line 1-6 SWA&SWC Basic Force Resisting System C4 B3 Response Modification Coefficient (R) 3.5 3.25 System Over -Strength Factor (Omega) 3.0000 2.0000 Seismic Response Coefficient (Cs) 0.148 0.16 Design Base Shear in kips (V) Transverse 12.23 Longitudinal 10.07 Basic Structural System (from ASCE 7-10 Table 12.2-1) C4 Steel Ordinary Moment Frames B3 - Steel Ordinary Concentric Braced Frames * "The design collateral load has been uniformly applied to the design* * of the building. Hanging loads are to be attached to the purlin * web. This may not be appropriate for heavily concentrated.loads. * Any attached load in excess of 150 pounds shall be accounted for by * * special design performed by a licensed engineer using concentrated * * loads and may require separate support members within the roof * system. *********************************************************************** 01/23/17 I I i2x2xl/8" FB at . marked'places • V V 1 I I Add subjambs , 15-B-65255 Framing La out j ----------------------- 15-B-65255 FRAMING SUMMARY: Roof ' 1/22/17 10:51pm------------ PURLIN LAYOUT: -------------- Surface Purlin Surf Ext Stub Purlin Total Peak `-Set_Space- ' Id .• Type Left Right Left Right Rows Space Space Row ------- ------ ----- ----- ---- 2 ZB 0.00 0.00 N ----- ----- N 6 ----- ----- 1.33 4.80 --- 6 3. ZB 0.00 0.00 N N 6 1.33 4.80 6 PURLIN LOCATION: -----------=-----. Surface Purlin Surf +" Id Id Offset Space -- ------ ------ ---- ---2 1 4.80 4.80 2 9.59 4.80 3 14.39 4.80 4 19.15 4.80' 5 23.98 4.80 6 28.77 4.80 30.10 1.33 3 1 1.33 1.33 2 6.13 4.80 ' 3 10.92 4.80 4 15.72 4.80 5 20.51 4.80 16 25.31 4.80 30.10 4.80 PURLIN & EAVE STRUT: -------------------- Surface Bay-Purlin�Lap- IS_Flg Eave Id Id Part Left Right Strap' Strut 2 1 10X25Z13 3.00 0 10ES1L14 ' 2 10X25Z13 3.00 1.33• 0 10ES1L14 3 1OX25Z13 1.33 3.00 0. 10ES1L14 4 10X25Z13 3.00 0 10ES1L14 3 1 10X25Z13 X1.33 3.00 0 10ES1L14, 2 1OX25Z13 3.00 0 10ES1L14•- 3 10X25213 1.33 3.00 0 10ES1L14 4 10X25Z13 3.00 0 10ES1L14 ROOF BRACING: , ------------- Bay Attach -Locate Id Start End Type Part Dia --- 2 0.00 19.11 Rod WR0800 0.500. v 19.11 30.00 Rod WRO800 0.500 30.00 40.89 Rod WRO800 .0.500 40.89 .60.00 Rod WRO800 0.500 1 ' BOLT AT EAVE STRUT: ---------- Wall Wall Frame Line Lap -------Bolt Size------ _. .. _ . 4 " 01/23/17 , PURLIN ANTI -ROLL: ----------------- Surf Line Ds_ARoll No. ' Id Id AntiRoll Type Id Purlin Purlin_Id' 2 RF Clip w/gusset @005 1 6. 3 RF Clip w/gusset @005 1 1 t } 15-B,65255 FRAMING SUMMARY: Left Endwall 1/2,2/17 10 51pm i--- ___________________________________________________________________________ E COLUMN: Grid Base Id Offset Line Part Length E1ev• ------ ------ ------------ ------ ----- Co12 20.00 C W10X12 22.64 0.00 Co13 40.00 B WlOX12 22.64 0.00 i BASEPLATE: ----------Plate------------- Anchcr_Bolt ----- Base_Clip_Bolts Id Type Width Length Thick Type' Dia Gage Row No. Type Dia ------ ---- ----- ------ ----- ----- ----- ----- -- --- ----- ----- Co12 S3 6.00 10.00 0.3,75 GR36 0.625 3.00 2 0 Co13 S3 6.00 10.00 0.375 GR36 0.625 3.00 2 0 CAP PLATE: i+ f----------- -----Bolts----- Id No. Type Dia ------ --- ----- ----- Co12 2 A325 0.500 Col3` 2 A325 0.500 ` GIRT LAYOUT: ------------ Bay Id Locate Type Part 1 7.50 ZF 8X25Z12 15.00 ZF 8X25Z14 18.00 ZF 8X25Z16 2 7.50 ZF 8X35Z13 ' 15.00 ZF 8X25Z14 18.00 ZF 8X25Z14 3 7.50 Z= 8X25Z12 15.00 ZF 8X25Z14 Bay_Offset --Support- ----Lap---- Flg Start End Left ' Id ---- Id -- Type --=- Plate ----- No. --- Type ----- Dia Washer ----- ------ 2 1 RF - 4 A325 0.500 0 + 2 2 RF Y 4 A325 0.500 0 2 3 RFS Y 4 A325 0.500 0 .2 4 RF N 2 A325 0.500 0 2 5,_ RF - 2 A325 0.500 0 ' Col 0.00 0.00 D 0.00 20.00 Co] 4 1 RF - 2 A325 0.500 0 4 2- RF Y 4 A325 0.500 0 _ 4 3 RF Y 4 A325 0.500 0 4 4 RF N 2 A325 0.500 0 4 5 RF - 2 A325 0.500 0 PURLIN ANTI -ROLL: ----------------- Surf Line Ds_ARoll No. ' Id Id AntiRoll Type Id Purlin Purlin_Id' 2 RF Clip w/gusset @005 1 6. 3 RF Clip w/gusset @005 1 1 t } 15-B,65255 FRAMING SUMMARY: Left Endwall 1/2,2/17 10 51pm i--- ___________________________________________________________________________ E COLUMN: Grid Base Id Offset Line Part Length E1ev• ------ ------ ------------ ------ ----- Co12 20.00 C W10X12 22.64 0.00 Co13 40.00 B WlOX12 22.64 0.00 i BASEPLATE: ----------Plate------------- Anchcr_Bolt ----- Base_Clip_Bolts Id Type Width Length Thick Type' Dia Gage Row No. Type Dia ------ ---- ----- ------ ----- ----- ----- ----- -- --- ----- ----- Co12 S3 6.00 10.00 0.3,75 GR36 0.625 3.00 2 0 Co13 S3 6.00 10.00 0.375 GR36 0.625 3.00 2 0 CAP PLATE: i+ f----------- -----Bolts----- Id No. Type Dia ------ --- ----- ----- Co12 2 A325 0.500 Col3` 2 A325 0.500 ` GIRT LAYOUT: ------------ Bay Id Locate Type Part 1 7.50 ZF 8X25Z12 15.00 ZF 8X25Z14 18.00 ZF 8X25Z16 2 7.50 ZF 8X35Z13 ' 15.00 ZF 8X25Z14 18.00 ZF 8X25Z14 3 7.50 Z= 8X25Z12 15.00 ZF 8X25Z14 Bay_Offset --Support- ----Lap---- Flg Start End Left Right •"Left Right Rot 0.00 20.00 Col Col 0.00 0.00 D 0.00 20.00 Col Col 0.00 0.00 D 0.00 20.00 Col Col 0.00 0.00 D ----- 0.00 ----- 20.00 ---- Col ----- Col ----- 0.00 ----- 0.00 --- D 0.00 20.00 Col Col _ 0.00 0.00 D 0.00 20.00 Col Col 0.00 0.00 D 0.00 20.00 Co] Col 0.00 0.00 D 0.00 20.00 Col Col 0.00 0.00 D 01/23!17 t_ 15-B-65255 FRAMING SUMMARY: Front Sidewall 1/22/17 10:51pm _ 01/23/17 18.00 'ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D ;. GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 3 0 0 0 15-B-65255 FRAMING SUMMARY: Right Endwall 1/22/17 10^51pm ---------------------- ----------- ____________________ / COLUMN: _ Grid Base Id Offset Line Part Lengthy Elev Co12 20:00 B W10X12 22.64 0.00 Co13 40.00 C W10X12 22.64 0.00 BASE PLATE: ----------- --------------------Plate-------- ----------- Plate ------------- Anchor-Bolt-=­- Base-Clip-Bolts Id Type Width Length Thick Type Dia Gage Row No. Type Dia Co12 S3 6.00 10.00 0.375 GR36' 0.625 3.00 2 0 { Co13 -'S3 6.00 10.00 0.375 GR36 0.625 3.00 2 0 ` CAP PLATE: -----Bolts----- Id No. Type Dia Colt' 2 A325 0.500 " Co13 2 A325 0.500 GIRT LAYOUT: Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot 1 7.50 ZF 8X25Z12 0.00 20.00 Col Col 0.00 0.00 D 15.00 ZF 8X25Z14 0.00 20.00 Col Col 0.00 0.00 D 18.00 ZF 8X25Z16 0.00 20.00 Col Col• 0.00 0.00 D 2 7.50 ZF 8X35Z13 0.00 20.00 Col Col 0.00 0.00 D 15.00 ZF 8X25Z14 0.00 20.00 Col 0.00 0.00 D 18.00 ZF 8X25Z14 _ 0.00 20.00 ,Col Col Col 0.00 0.00 D 3- 7.50 ZF 8X25Z12 0.00 20.00 Col Col - 0.00 0.00 D 15.00 ZF 8X25Z14J 0.00 20:00 Col Col 0.00 0.00 D .18.00 ZF 8X25Z16 0.0020.'00 Col Col 0.00 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- J No._Brace/Bay 1 2 .3 0 0 0 t 15-B-65255 FRAMING SUMMARY: Front Sidewall 1/22/17 10:51pm _ 01/23/17 OPENING LAYOUT: Open -----Bay----- ----- 7 -Opening -Size ------ Id Id Offset Width Height" Sill Note 1 2 11.50 16.00 14.00 0.00 2 3 2.50 16.00 14.00 0.00 OPENING JAMB/HEADER/SILL: ----------------------- Open Bay -- Id Id Member Offset Locate Part Length 1 2 Jamb -L 11.50 0.00 10F35C19' 15.00 Jamb -R 27.50 0.00 10F35C14 15.00 Header 14.00 11.50 l0F25C14 16.00. F 2 3 Jamb -L 2.50 0.00 10F35C14 15.00 Jamb -R 18.50 0.00 10F35C14 15.00 Header 14.00 2.50 l0F25C14 16.00 GIRT LAYOUT: ------------- Bay Bay_Offset-� --Support- ----Lap---- Flg ' Id Locate Type Part Start `End Left Right ,Left Right Rot --- ------ ------------ ----- ----- ---- ----- -•---- ----- 1 7.50 'ZB 10X35Z12 1.17 30.00 Col Col :0.00 2.33 D f 15.00 ZB 10X25Z14 1.17 30.00 Col Col 0.00 2.33 D --- ------ ------------ ----- ----- ---- -----• ----- ----- --- 2 7.50 ZB 10X35Z14 0.00 11.50 Col Jamb 2.33 0.00 D 15.00 ZB 10X25Z14 0.00 30.00 Col Col 2.33 •2.33 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 3r 7.50 ZB 10X25Z14 0.00 2.50 Jamb Jamb 0.00 0.00. D , 7.50 ZB 10X35Z14 18.50 30.00 Jamb Col 0.00 2.33 D 15.00 ZB 10X25Z14 0.00 30•.00 Col Col 2.33 2.33 D. 4 7.50 ZB 10X35Z12 0.00 28.83 Col Col 2.33 0.00 D 15.00 ZB 10X25Z14 0.00 28.83 Co_ Col 2.33 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 3 4 0 0 0 0 WALL BRACING: + ----------- Bay Brace Height Id, Bot Top Type Part Dia ----- --------=-------------------- .----- 1 0.00 22.00 Rod WR1000 0.625 • -------------------------------------------------------------------------------- 15-B-65255 FRAMING SUMMARY: Back .Sidewall 1/22/17 10:51pm ------------- r GIRT LAYOUT: ` ------------ Y Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right, Left Right Rot 1 7.50 ZB 10X25Z13 .1.17 30.00 Col Col 0.00 2.33 D 15.00 ZB l0X25Z13 -1.17 30.00 Col Col 0.00 2.33 D • � a 01/23/17 GIRT INSIDE FLANGE BRACE: ------------------------- No. Brace/Bay ------------------------ No.Brace/Bay 1 2 3 4 0 0 0 0 WALL BRACING:- ------------- Bay Brace_Height Id Bot Top Type Part. Dia ----- ------ ---------------------- ----- 3 0.00 22.00 Rod WR1000 0.625 15-B-65255•• FRAMING, SUMMARY: Rigid Frame 1 1/22/17 10:51pm LAYOUT: Type RF , No/ Line 4 Frame Line Id 1 2 4 5 Grid Line Id 1 2 4 5 MEMBER: / Surf Mem Seg Flange Flange -Web Depth--Plate-Thickness- Id Id Id Part Length Width Start End Web 0-flg I-flg 1 1 1 10.00 6.00 9.00 15.87 0.156 0.250 0.250 1 1" 2 11.19 6.00 15.37 23.00 0.156 0.313 0.313 2 2 3 7.43 6.00, 21.00 13.00 0.185 0.250 0.313 2 .3 4 10.00 6.00 13.00 13.00 0.134 0.250 0.250 2 3 5 10.01 - 6.00 13.00 13.00 0.156 0.313 0.250 3 4 6 10.01 6.00 13.00 13.00 0.156 0.313 0.250 3 4 7 10.00 6.00 13.00'13.00 0.134 0.250 0.250 3 5 8 7.43 6.00 13.00 21.00 0.185 0.250 0.313 4 6 9 11.19 6.00 23.00 15.87 0.156 0.313 0.313 " 4 6 10 10..00 6.00 15.87 9.00 0.156 0.250 0.250 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- ------ ---- ----- ----- ----- ----- ----- --- ----- --- ----- 2 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 3 0.00 -EE 6.00 0.500 A325 0.750 3.00 2 4.00 2 4.00 4 0.00 VEE 6.00 0.625 A325 0.750 3:00 2 4.00 2 4.00 BASE PLATE: ---Plate--------------Bolt---------- -Base Locate Type Width Thick Type Dia Gage Row Elev 4 8 - ' 01/23/17 --- ------ 2 7.50 ---- ZB -------- 1OX25Z14 ----- '0.00 ----- 30.00 ---- Co_ ----- Col -.---- 2.33 ----- 2.33 --- D , 15.00 --- ------ ZB 1OX25Z14 0.00 30.00 Col Col 2.33 2.33 D 3 7.50 ---- ZB -------- 1OX25Z14 ----- 0.00 --=-- 30.00 ---- Col ----- Col ----- 2.33 ----- 2.33 --- D 15.00 ZB 1OX25Z14 0.00 30.00 Col Col 2.33 2.33 D 1 --- ------ ---- -------- ----- ----- ---- ----- ----- ----- --- 4 7.50 ZB 1OX25Z13 0.00 28.83 Col Col 2.33 0.00 D - 15.00 ZB. .10X25Z13 0.00.28.83 Col Col .2.33 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No. Brace/Bay ------------------------ No.Brace/Bay 1 2 3 4 0 0 0 0 WALL BRACING:- ------------- Bay Brace_Height Id Bot Top Type Part. Dia ----- ------ ---------------------- ----- 3 0.00 22.00 Rod WR1000 0.625 15-B-65255•• FRAMING, SUMMARY: Rigid Frame 1 1/22/17 10:51pm LAYOUT: Type RF , No/ Line 4 Frame Line Id 1 2 4 5 Grid Line Id 1 2 4 5 MEMBER: / Surf Mem Seg Flange Flange -Web Depth--Plate-Thickness- Id Id Id Part Length Width Start End Web 0-flg I-flg 1 1 1 10.00 6.00 9.00 15.87 0.156 0.250 0.250 1 1" 2 11.19 6.00 15.37 23.00 0.156 0.313 0.313 2 2 3 7.43 6.00, 21.00 13.00 0.185 0.250 0.313 2 .3 4 10.00 6.00 13.00 13.00 0.134 0.250 0.250 2 3 5 10.01 - 6.00 13.00 13.00 0.156 0.313 0.250 3 4 6 10.01 6.00 13.00 13.00 0.156 0.313 0.250 3 4 7 10.00 6.00 13.00'13.00 0.134 0.250 0.250 3 5 8 7.43 6.00 13.00 21.00 0.185 0.250 0.313 4 6 9 11.19 6.00 23.00 15.87 0.156 0.313 0.313 " 4 6 10 10..00 6.00 15.87 9.00 0.156 0.250 0.250 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- ------ ---- ----- ----- ----- ----- ----- --- ----- --- ----- 2 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 3 0.00 -EE 6.00 0.500 A325 0.750 3.00 2 4.00 2 4.00 4 0.00 VEE 6.00 0.625 A325 0.750 3:00 2 4.00 2 4.00 BASE PLATE: ---Plate--------------Bolt---------- -Base Locate Type Width Thick Type Dia Gage Row Elev 4 8 - ' 01/23/17 LAYOUT: Lt Column P 6.00 0.375 GR36 0.750 4.00•• 2 0.00 Rt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 _ No. Line FLANGE BRACE: ------------- Surf No. Frame Line Id Locate Side Part Clip 1 1 1 L2X2X14G 1 2 1 L2X2X1/8 3 • 2 1 1 L2X2X1/8 2 2 1 L2X2X14G 2 3 1 L2X2X14G 2. 4 1 L2X2X14G MEMBER: 2 5 1 L2X2X14G 2 6 1 L2X2X14G 4 3 1 1 L2X2X14G Flange X 3 2 1 L2X2X14G 3 3 1 L2X2X14G, Part' -Length 3 4 1 L2X2X14G Web 0-flg } 3 5 1 L2X2X14G' --- 1 -------- 3 6 1 L2X2X1/8 15.87 ----- 0.156 4 1 1 L2X2X14G 1 2 4 2 1 L2X2X1/8 15.81 23.00 BEARING STIFFENER: 0.313 0.313 2 2 3' 7.43. 6.00 Locate Width Thick 0.250 ' Lt Column 2.50 0.250 ' Rt Column 2.50 0.250 0:134 0.250 0.250 2 3 5 15-B-65255 6.00 FRAMING SUMMARY: Rigid Frame 2 1/22/17 10:51pm• LAYOUT: i Type RF _ No. Line 1 Frame Line Id 3 Grid Line Id 3 MEMBER: ' Surf Mem Seg Flange Flange -Web_Depth- -Plate_Thickness- Id Id Id Part' -Length Width ------ Start End ----=• Web 0-flg I-flg ---- 1 --- 1 --- 1 -------- ------ 10.00 ------ 6.00 9.00 15.87 ----- 0.156 ----- 0.250 ----- 0.250 1 1 2 11.18 6.00 15.81 23.00 0.185 0.313 0.313 2 2 3' 7.43. 6.00 21.00 13.00 0.185 0.250 0.313 2 3 4 10.00 6.06 13.00 13.00 0:134 0.250 0.250 2 3 5 10.01 6.00 13.00 13.00 0:156 0.313 0.250 3 4 6 10.01 •6.00 13.00 13.00 0.156.0.313 0.250 3 4 7 10.00 6.00 13.00 13.00 0.134 0.250 0.250 3 5 8 7.43 6.00 13.00 21.00 0.185 0.375 0.313 4 6 9 .11.19 8.00 23.00 15.87 0.185.0.375 0.500 . 4. 6 10 L 10.00 8.00, 15.87 9.00 0.156 0.375 0.375` SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom-, Id Locate Type Width Thick Type Dia Gage Row Space. Row'Space' '9 01/23/17 2 0..00 VEE 6.00 0.625 A325 0.750 ,3.00 2 4.00' 2 4:00 3 0.00 -EE 6.00 0.500 A325 0.750 3.00 2 4.00 2 4.00 4 0.00 VEE 8.•00 0.625 A325 0.750 3.00 2 4.00 2' 4.00 BASE PLATE: �. ---Plate--------------Bolt---------- Base• Locate Type Width Thick Type Dia Gage Row Elev ---------- ---- ----- ------ ----- ----- ----- ---- ---- ----- Lt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 Rt Column P 8x00 0.375 GR36 0.750 4.00 2 0.00 FLANGE BRACE: Surf No. Id Locate Side Part Clip 1 1 1 L2X2X14G 1 2 1 L2X2Xl/8 ` 2 1 1 L2X2X1/8 2 2 1 L2X2X14G 2 3 1 J L2X2X14G 2 4 1 L2X2X14G 2 5 1 1,2X2X14G i 2 6 1 L2X2X14G 3 1 1 (L2X2X14G 3 2 1 L2X2X14G 3 3 1 L2X2X14G 3 4 1 L2X2X14G 3 5 1 L2X2X14G 3 6 1 L2X2X1/8 BEARING STIFFENER: < ------------------ Locate Width Thick i r---------- ----- ----- Lt Column 2.50 0.250 Rt Column. 4.00 0.250 y � 1 0 01/23/17 i t 'J r s=KM&WUWU Change FB to EM tK UA L.Ka 2x2x1/8" FB at 4 4 S ,m ",• r 4 �• 9 >> frames 1 & 5 4: 2M WI -2 cd Pkb Ute W-1 I3 0 Vhmmat1�S� IaFD) tt �� .0_t�ro i62� -4 -44. pm 112 �' LIZ I � I I I II II II IL II II II - II II II tI I II II II II II, II � � � II II II II II • II II II I r 101 '-1 B 16' - 64'-4 3 D moiNu +_ 6W -f 0trr-M-W OF MEM: FRAME CROSS SECTION: FRAME UNE 1 2 4 5 ` cQ+w N°16` 1. wl ttt>t>EO ons mx w mE 1 Mn 9 1/Z' =z WE 0°` °�' U` °" �' STAR BUILDING SYSTEMS t/}t/ WI tl�t 1®IIAOI SNE SRL41D) 5a4Rat tiR]ilmm ortS x 10CIIZDYQ ll �� fat zll statcnrK ons us s aitr ox i �u[ aca. rfftmm�s aft a �r000tr9m ar tss n�luat0W= = O a °N�Ds iwnc�N°�c ro ®atm 12. wMOW i®= No eauiw° s isauucrt tttsr ttmaonrrs rat irE-meorm ons rat strtucrtwl ons smw tr,�c ma-ff�ur iraxm Imm un w= asraat wsgx onemm sc anoe , st�stm nc tor�rns a ns wrE tm ssr agar. rcoaat: amtn; a arae-ura a 2 Ni Fill1 mMt0.ms OF =.I'll faros Ml E ea. W A>aa t� ao as SW R11g OauiC D S 1160111 ILL rUNa MW a cmm w w o SM= Sl R 1/tt/17 Mu t A i 'J r I pm PIAS a Bar i?aE IIvA T� But K Typ`' Qo wft I" mok_ • SP -1 4 4 0 1 D 4 2 4 SP -2 4 4 0 A25 /4' Y B' 1 _ 1 B6 2 0.11 - S? -3 4 4 0 AM 7 4' 2 1 4' B' Y'•i'7� RF2-2 y,85 1A' 3,0 w 0. OS W.8 M RATE IDLE�[[ — 3D 4 w Cd R5tri� ob . RF2�3 A/ 3A 4 QB TAId m A 04. 876 WZ4 a m Ba s �s eonl SyEs(u�ss may) c �ltu A- C , ✓ M2-6 • '-4 1 4' ► ..I '-4 14' �7r 2B "W PBR 6d+ ro i FROS V �7 •� X71) _ I) R$y,gylj ��'1 I I � I I I I 10 Wi If -11 91i8' 11-11 TIC IQ pe -f wr-io-w OF mm{ FRAME CROSS SECTION: FRAME LINE 3 • cEN1 woks 0°` gym' aib STAR BUILDING SYSTEMS 1. ALL M S ABS RDi DOM TiK 1 A amaF1111WI-1/� ORIEiFR A SE06m 9PF16R RSIB�hT Alis N ACCOImY� BIM 11E ��QOI iql ,/}2/ 10R B0IOR NSSiIWOI pm Mrbsdm m°� SiflERM MM WM ASa ASIS M MBD AAE�p, 2001. CAI E I0�0011pP�lB7B fff 196 TIE�IHF•OF�BIf E1110D DP . TR�41REp1/®6W r N M 0= OEM iEllspl B6C� /! AOaFBHE R�6i8.'116 MD um ROFEB Wfi sm NswLanl N9FDI6B Rmamotrs FOR FI%-Tae4m A115 " I SIRIGILNA AIIS �nl 096 71IDF•CF�Mf s>a4sim. TE 041EL'In6 411!6 Ali lOf 9P CN6IIL Om mm BBBP145s ND OBIE1t , m mane 4aer, a B®160M IB L AL MD COtWW 4' SLMW FWW Wx1 E OMM RMI AM 8D11& OlD OaE iD1E RNi Ab6 D S WWI AL RALE "m ON mm AD RATER swmm sm 1/tt/17 M.TS 1 A f t —Ref'# ED00001X Date Rev Nov 16.1 00 Flange Brace S � Rafter Stee (2) Bolts Noted Otl- On Erection Dr Flange Bra SC2/ Job Number Flange Brace Detail with Bearing Plate 15-13-65255 ,l Plate' Its 14 01/23/17 ' 15-B-65255 Reactions, Anchor Bolts, & Base Plates: 1/22/17 10:51pm ----- ----------Founda•tion_Loads(k )----- --------- ----------------- Frame -Col, Max Max-Neg-Val Anc._Bolt; Base ' -Pos-Val Line Lino Id Horz Vert Id Horz Vert No.. Diam _Plate Width Len Thick 1 C '8 3.1 0.2 9, -2.9 )0.2 4 0.625 6.00 10.00 0.375 10 0.0 0.3 1 B 8 3.1 0.2 9 -2.9 0.2 4 0.625 6.00 10.00 0.375 10 0.0 0.3 ----- ------ -- ----- ----- -- ----- ----- 5 B 8 3.1 0.2 9 -2.9 0.2 --- 4 ----- 0.625 ----- ----- 6.00 10.00 ----- 0.375 10- 0.0 0.3 ` 5 C 8 3.1 0.2 9 -2.9 0.2 4 0.625 6.00 10.00 0.375: 10 0.0 0.3 1* D 1 7.2 16.8 •2 -6.1 -9.8 4, 0.750 6.00 9.50 0.375 3 -0.3 -11.0 1* A 4 6.1 -9.8 1 -7.2 16.8 4 0.750 6.00 9.50 0.375 5 -6.2 16.8 6, 0.3 -11.1 3 D 1 7.4 16.9 2 -6.2 -9.8• 4 0.750 6.00 9.50 0.375' 1 7.4 16.9 3 -0.4 -11.0 3 A 4 6.3 -9.7 1 -7.4 17.1 4 0.750 8.00 10.00 0.375 1 -7.4 17.1 4 6.3 -9.7 1*. Frame Lines:l 2 4 5 LOAD COMBINATIONS: ------------------ Id Combination 1 Dead+Collateral+Live 2 0.6Dead+0.6Wind_Leftl 3 0.6Dead+0.6Wind Longl - - } 4 0.6Dead+0.6Wind Rightl ' + 5 1.05Dead+1.05Collateral+0.75Live+0.53Seismic_Long 6 0.6Dead+0.6Wind Long2 7 0.53Dead+0.7Seismic Right 8 0.6Dead+0.6Wind_Right2+0.6Wind_Suction 9 0.6Dead+0.6Wind_Pressure+0.6Wind Long2' r 10 1.07Dead+1.07Collateral+0.7Seismic Richt 15-B-65255 Bracing Reactions Report: ----------- ---------- ___________ ------------ 1/22/17 10:51pm BUILDING BRACING REACTIONS: -----------------=--------- ------Reactions(k )------- ---Wall-- Col -=--Wind---- --Seismic--- Panel Shear(lb/ft) Loc 'Line Line Horz Vert Horz Vert �.. Wind Seismic Notes 14 01/23/17 �L EW 1 (h) F_SW A 1 2 6.38 4.43 `503 3.49 _ R_EW 5 (h) B_SW D 3 ,2' 6.38 4.26 .5.03 3.36 (h)Rigid frame at endwall t . Reaction values shown are unfactored. Maximum load combination factors are: Wind 0.60 Seismic: 0.70 15-B-65255 Additional Reactions Report: 1/22/17 10:51pm Rigid Frame Column Reactior_s(k ) f , Frame Col ----Dead--- Collateral ----Live- Wind_Leftl Wind Rightl Line Line Horz Vert Horz Vert. Horz Vert Horz Vert Horz Vert 1* D 1.1 2.9 1.4 3.2 4.7 10.8 -11.3 -19.'2 -0.1 -11.6 1* A -1.1 2.9 -1.4 3.2 -4.7 10.8 c 0.1 -11.6. 11.3 -19.2 3 D 1.1 2.9 1.4 3.2 4.8 10:8 -11.4 -19.2 -0.3 -11.6 3 A -1.1 3.1 -1.4 3.2 -4.8 10.8 .0.2 -11.6 .11.5 -19.2 Frame Col Wind_Left2 Wind_Right2 Wind_Longl Wind_Long2-Seis_Left- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----------•----- ----- ----- 1* D -10.8 -11.4 0.4 -3.8 -1.6 -21.3 -2.1 -18.1 -1.6 --1.1 1* A -0.4 -3.8 10.8 -11.4 2.1 -18.3 1-.6 -21.4 -1.6 1.1 3 D -10.8 -11.4 0.2 -3.8 -1.7 -21.2 -2.3 -18:1 -1.4 -1.0 3 A -0.4 -3.8 11.0 -11.4 2.3 -13.8 1.7 -17.0 -1.5 1.0 Frame Col Seis_Right-Seis_Long- Line Line Horz Vert, Horz Vert w 1* D 1.6 1.1 0.0 -4.4 1* A 1.6 -1.1 0.0 -4.5 3 D 1.41 1.0 0.0 -4.4 3 A 1.5 -1.0 0.0 0.0 ---------------------------------------------------------------------------- 1* Frame Lines:l 2 4 5 Endwall Column Reactions(k ) \----------------------------- Wind Wind +, Frame Col Dead Press Suct Line Line Vert Horz Horz 1 C 0.3 -4.8 5.2 i 1 B 0.3 -4.8 5.2 15 01/23/17 r ,Building Data ------------------------------------------------------------------------------ Code =IBC 15 Wind Wind Frame Col Dead Press Suct .Line Line Vert Horz Horz 5 B 0.3 -4.8 5.2 5 C 0.3 -4.8 5.2 ' 15-B-65255 Seismic , f • Design Report: y 1/22/17 10:51pm , f' --------------- Base Shear, V = r ,Building Data Code =IBC 15 Length = 120.00 Width = 60.00 Left Eave Height = 22.00 Right Eave Height = 22.00 Seismic Formula f' --------------- Base Shear, V = 0.667*Ie*Fa*Ss*W/R ' Vmin = 0.044*Sds*Ie*W ' Vmax = Shc*Ie*W/(T*R) T(Moment_Frame) = 0.332 -• T(Braced Frame) = 0.203 Shear Force, E = Rho*V ' (Rigid frame, endwall frame, wind bent, wind.column & base reactions) Shear'Force, Em = Omega*V (Wall diagonal bracing, splice at rigid frame &,wind bent knee) Note: Applied load is seismic force multiplied by.load combination Fa*Ss = 0.77.7 Zone/Design Category= D Ie = 1.000 S1 = 0.268 Shc / = 0.332 , Sds = 0.518 t Seismic Dead Load, W , -------------------- t, Frame Dead = 2.00 (psf ) Roof Dead. = 2.14 (psf Collateral = 3.50 (psf ) Roof Total = 7.64 (psf ) Weight= 55.01,(k ) L_EW Dead = 2.00 (psf ) Weight= 1.39 (k ) F_SW Dead 2.00 (psf ) Weight= 2.64•(k ) R_EW Dead = 2.00 (psf ) Weight= 1.39 (k ) B_SW Dead = 2.00 (psf ) Weight= 2.64 (k ) Seismic Forces -------------- Total = 63.08.(k ) 16 _ 01/23/17 F M v Roof Bracing �f R 3.25,, Rho= 1.30 Cs = 0.1596 W = 57.80 (k ) Force, V = 9.22 (k ) Force, E = 11.99 (k ) Sidewall• Bracing Front R = 3.25, Rho= 1.30, Omega=_ 2.00 Cs = 0.1596 W = 31.54 (k ) Force, V = 5.03 (k ) Force, Em = 10.06 (k ) Force, E = 6.54 (k ) Back R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1596 W = 31.54 (k ) Force, V = 5.03 (k ) Force, Em = 10.06 (k ) Force, E = 6.54 (k ) Rigid Frames R 3.50, Rho= 1.30 Cs 0.1482 ! Frame 1 W =" 16.51 (k,) Force, V 2.45 (k ) Force, E 3.18 (k ) Frame 2 W 15.06 (k ) Force, V 2.23 (k ) Force, E 2.90 (k ) End Plates Frame R 3.50, Omega= 3.00 Total Base Shear Longitudinal Force, V = 10.07 (k ) Transverse Force, V = 12.02 (k ) M Butte County Department of Development Services PERTNUT CENTER i 7 County Center Drive, Oroville, CA 95965 Mein Phone (530) 538-7601 Fax (530) 538-7785 %ywwbuttecuunty.niWds 7 Permit }9y ee�a ��}EaSE PLA Assessor's Parcel c 9 p i FORM NO DBP -3 + Owner Name: .;t1sI-.-.IV-- -=.• .;r-LAu,111 Address/Phone: 3-•57 w 0Sfy!M°YeA^J t:��v�l.E,(, ;T� 11f Site Location: igiw Lifegiy no sp,51 tier nslq Contact Name: J T1A)Dei? S. Kt -6-,4 KANEW WEBSITE uilding\Building Forms & Documentsl301412014 Fonns - Complcied\DBP1DBP-03_Si:e Plan -Pa Page1I of l I F/V10VOL/ Scale 1" = ogNTr Phone: 530- ;IO- 1-8.13.14-AKM.doc / 7 03 Q PERMIT # BUTTE COUNTY Df=VEL®/7 �M�Ni€RVICES REVIEWED FOR CODE COMPLIANCE 1_ 1 4702 W 13) Jj N1. Z, e00., -- A6av— i r- - iA 36rt., trcish 'J t �" 4, -?�'+ jb flo C'eZ EttsA • 1Gi�v�s 1 wi� '"tS ✓'.AtiF-n-! .:.�hr GC���r �L�;i .I. I t�'ti- I L� � ✓r l C G�f�.�:� 18� -- - uns i -meq � �, - 6y�;-_ `'e! �;�:: sem• ` i— ' i -3 =-- - }� - 1 ys� t z Vii` C i ✓ I- 41.�'1•r� n`�� o F—• l Ll clo iI I + -TT Ii ! t Owner Name: .;t1sI-.-.IV-- -=.• .;r-LAu,111 Address/Phone: 3-•57 w 0Sfy!M°YeA^J t:��v�l.E,(, ;T� 11f Site Location: igiw Lifegiy no sp,51 tier nslq Contact Name: J T1A)Dei? S. Kt -6-,4 KANEW WEBSITE uilding\Building Forms & Documentsl301412014 Fonns - Complcied\DBP1DBP-03_Si:e Plan -Pa Page1I of l I F/V10VOL/ Scale 1" = ogNTr Phone: 530- ;IO- 1-8.13.14-AKM.doc / 7 03 Q PERMIT # BUTTE COUNTY Df=VEL®/7 �M�Ni€RVICES REVIEWED FOR CODE COMPLIANCE